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HomeMy WebLinkAboutPermit D15-0125 - FOSTER LANE - LOT 4 - NEW SINGLE FAMILY RESIDENCEFOSTER LANE LOT 4 14414 44 LN S D15-0125 City of Tukwila Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: 0040000385 Address: 14414 44TH LN S Project Name: FOSTER LANE - LOT 4 COMBOSFR PERMIT Permit Number: D15-0125 Issue Date: 9/28/2015 Permit Expires On: 3/26/2016 Owner: Name: ORCAS HOMES Address: 1100 DEXTER AVE N, SUITE 275, SEATTLE, WA, 98109 Contact Person: Name: MEGAN PARSONS Phone: (253) 256-8748 Address: PO BOX 73790, PUYALLUP, WA, 98373 Contractor: Name: SOUNDBUILT NORTHWEST LLC Phone: (253) 848-0820 Address: PO BOX 73790, PUYALLUP, WA, 98373 License No: SOUNDNL911CL Expiration Date: 2/13/2017 Lender: Name: SOUNDBUILT HOMES Address: PO BOX 73790, PUYALLUP, WA, 98373 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2969 SQ FT SINGLE FAMILY RESIDENCE WITH A 438 SQ FT ATTACHED GARAGE AND A 172 SQ FT COVERED PATIO DECK HOUSE ON VALLEY VIEW SEWER AND WD #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, DRIVEWAY, LAND ALTERING AND STORM DRAINAGE. Project Valuation: $395,505.22 Fees Collected: $11,167.78 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channel ization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 186 Fill: 9 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: A�&Akm Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signatu Print N a If re: 11 Date: me: Q This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 5: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. ***PUBLIC WORKS PERMIT CONDITIONS*** Minimum 48 hours in advance the applicant or contractor shall call Public Works at (206) 433-0179 to schedule a mandatory pre -construction meeting with Mr. David Stuckle, Public Works Inspector. 10: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 11: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 12: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 13: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 14: Any material spilled onto any street shall be cleaned up immediately. 15: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 16: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 17: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 18: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 20: Applicant shall obtain sanitary sewer permit from Valley View Sewer District and water meter permit from Water District #125. 19: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 21: Site visit showed street trees are in poor condition. This must be corrected prior to calling for the landscaping final inspection. 22: ***BUILDING PERMIT CONDITIONS*** 23: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 24: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 25: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 26: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 27: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 28: All wood to remain in placed concrete shall be treated wood. 29: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 30: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 31: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 32: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 33: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 34: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 35: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 36: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 37: ***MECHANICAL PERMIT CONDITIONS*** 38: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 39: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 40: Manufacturers installation instructions shall be available on the job site at the time of inspection. 41: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 42: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 43: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 44: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 45: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 46: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 47: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 48: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 49: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 50: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 51: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 52: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 53: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 54: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 55: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 56: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0705 REFRIGERATION EQUIP 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA I Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 littp://www.Tukwi]aWA.gov Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY SITE LOCATION Site Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "please print" 14414 144th Ln S, Tukwila PROPERTY OWNER Name: Orca Homes Address: 1100 Dexter Ave N Suite 275 City: Seattle State: wA zip: 98109 CONTACT PERSON — person receiving all project communication Name: Megan Parsons Address: PO Box 73790 City: Puyallup State: WA Zip: 98373 Phone: (253) 256-8748 Fax: Email: meganp@soundbuilthomes.com GENERAL CONTRACTOR INFORMATION Company Name: Soundbuilt NW LLC Address: PO 73790 City: Puyallup State: WA Zip: 98373 Phone: (253) 848-0820 Fax: Contr Reg No.: SOUNDNL911CL Exp Date: 02/13/2015 Tukwila Business License No.: BUS-0995528 King Co Assessor's Tax �ay\. L ARCHITECT OF RECORD Company Name: Landmark Design Architect Name: Kevin Bentson Address: 1202 Main St #104 City: Sumner State: WA zip: 98391 Phone: (253) 826-7808 Fax: (253) 826-4946 Email: kevin@landmarkplans.com ENGINEER OF RECORD Company Name: Sega Engineers Engineer Name: Greg Mesenvitz Address: 22939 SE 292nd PI City: Black Diamond State: WA Zip: 98010 Phone: (360) 886-1017 Fax: (360) 886-1016 Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Soundbuilt Homes Address: PO Box 73790 City: Puyallup State: WA Zip: 98373 H:\Applications\Fomts-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9.1 Ldom Revised: August 2011 Pagel of 4 bh r PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): Construct new SFR using plan N.T6 $q - 3 DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement lst floor + 1,367 2"d floor l 1,602 Garage m carport ❑ 438 Deck —covered ❑ uncovered ❑ Covered Patio 172 Total square footage 3,579 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 1 furnace <100k btu 1 thermostat emergency generator PLUMBING: Value of plumbinglgas piping work $ '.i 2_ appiance vent wood/gas stove fuel type: ❑ electric m gas 4. ventilation fan connected to single duct water heater (electric) other mechanical equipment 2 bathtub (or bath/shower combo) bidet 1 clothes washer 1 dishwasher floor drain 1 shower 5 lavatory (bathroom sink) 1 sink 3 water closet 1 water heater (gas) lawn sprinkler system 3 gas piping outlets KWplications\rorms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 Ldocx Revised: August 2011 Page 2 of 4 bb PUBLICWORKSPERMIT INFORMATION - Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public 'Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ® ... Water District #125 ❑ .. Highline ❑ .. Renton ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ® ... Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer use certificate ❑ ...Letter of sewer availability provided SEPTIC SYSTEM: El.. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ... Hold Harmless — (SAO) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ❑ ...Total Cut Cubic Yards ❑ .. Work In Flood Zone ❑ ...Total Fill Cubic Yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank El.. Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cuts ❑ .. Utility Undergrounding ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection " ❑ ...Traffic Control ❑ .. Looped Fire Line Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size ............... WO # ❑ ...Residential Fire Meter Size ................. WO # ❑ ...Deduct Water Meter Size .................... " ❑ ...Temporary Water Meter Size .............. WO # ❑ ...Sewer Main Extension ..................... Public ❑ - or - Private ❑ ❑ ... Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: i City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11. docx Revised: August 2011 Page 3 of 4 bb PERMTI APPLICATION NOTES -.APPLICABLE TO ALL PERMITS IN THIS APPLICATION. Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit centerito comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE ST�fE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR T S PERMIT. PROPERTY Date: 06/03/2015 Print Name: Megan Parsons � % Day Telephone: (253) 256-8748 Mailing Address: PO Box 73790 Puyallup WA 98373 City State Zip H:\Applications\Form -Applications On Line\2011 Applications\Combination Pernut Application Revised 8-9-I I.do" Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME �QS\f_( GuYU 10k PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. APPLICATION BASE FEE 250 (1) 2. Enter total construction cost for each improvement category: Mobilization S.kbou Erosion prevention mIS00 - W % %L nc e Water/Sewer/Surface Water %�)500 Road/Parking/Access k,\(O" A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume \10U. U 1 cubic yards Enter total fill volume 01,449 cubic yards tACX:) $ %-koo (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ $3TEP (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $� The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 12/17/14 Dls-a 1VZS RECEIVED CITY OF TUKWILA JUN 0 3 2015 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100 %) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC RATE YARDS 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for Is' 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5 % of 6+8) Approved 09.25.02"` Last Revised 12/17/14 v (8) (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees Total A through I $_ DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 9) (10) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) installation Cascade Water Alliance RCFC 01.01.2015-12.31.2015 Tntnl Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Temporary Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 3 Last Revised 12/17/14 DESCRIPTIONS• QUANTITY PAID PermitTRAK $16,054.83 D15-0125 Address: 14414 44TH LN S Apn: 0040000385 $8,321.94 DEVELOPMENT $3,998.10 PERMIT FEE R000.322.100.00.00 0.00 $3,993.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,305.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $100.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $100.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $229.46 TECHNOLOGY FEE R000.322.900.04.00 0.00 $229.46 D15-0126 Address: 14403 44TH LN S Apn: 0040000379 $7,732.89 DEVELOPMENT $3,437.10 PERMIT FEE R000.322.100.00.00 0.00 $3,432.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,305.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $100.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $100.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 Date Paid: Wednesday, September 16, 2015 Paid By: ORCAS HOMES LLC Pay Method: CHECK 1841 Printed: Wednesday, September 16, 2015 3:50 1 of 21J L ] SYSTEMS PM DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $16,054.83 D15-0126 Address: 14403 44TH LN S Apn: 0040000379 $7,732.89 PUBLIC WORKS $1,305.38 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $201.41 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R6178 R000.322.900.04.00 0.00 $201.41 i .83 Date Paid: Wednesday, September 16, 2015 Paid By: ORCAS HOMES LLC Pay Method: CHECK 1841 Printed: Wednesday, September 16, 2015 3:50 2 of 2 • SYSTEMS PM DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $10,377.81 D15-0123 Address: 4409 S 144TH ST Apn: 0040000375 $2,569.59 DEVELOPMENT $2,319.59 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,319.59 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D15-0124 Address: 4409 S 144TH ST Apn: 0040000375 $2,481.19 DEVELOPMENT $2,231.19 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,231.19 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D15-0125 Address: 4409 S 144TH ST Apn: 0040000375 $2,845.84 DEVELOPMENT $2,595.84 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,595.84 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D15-0126 Address: 4409 S 144TH ST Apn: 0040000375 $2,481.19 DEVELOPMENT $2,231.19 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,231.19 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TOTAL FEES PAID BY RECEIPT: R5438 1 ,377.81 Date Paid: Wednesday, June 03, 2015 Paid By: ORCAS HOMES LLC Pay Method: CHECK 10377.81 Printed: Wednesday, June 03, 2015 4:04 PM 1 of 1 SYSTEMS 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME �DJky D_Icu l 01k �A PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. APPLICATION BASE FEE 250 (1) 2. Enter total construction cost for each improvement category: Mobilization1bc?> Erosion prevention Water/Sewer/Surface Water` Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume 6u, •,�60t cubic yards Enter total fill volume 010. q 1� cubic yards N c' $ %koo (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 161 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ -f ,�" (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 1Dc (1+4+5) $<3 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 12/17/14 b 1 0 1v2S RECEIVED CITY OF TUKWILA JUN 0 3 2015 PERMIT CENTFIR BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 113 to estimate the pavement mitigation fee. �, Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC RATE YARDS 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 15t 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5 % of 6+8) Approved 09.25.02 Last Revised 12/17/14 -1 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees Total A through I $ DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ (9) (10) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters C17P (inches) inctallatinn Cascade Water Alliance RCFC 01.01.2015-12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 1 $300,250 $312,775 Temporary Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 Last Revised 12/17/14 3 W INSPECTION RECORD IP Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ect: R O bv- ( ( Typ of 1 pection: Address: Date Calle . Special Instructio s. AA1 Date Wanted: a.m. _ 6 _ j6 p.m. Requester: Phone No: Inspector: �/'� Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. j INSPECTION RECORD 1 Retain a copy with permit ECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 P' K Type of p ctio e Addres (tf Lc�� Date Called 17 Special instructions: ,A Date W�nted���� a.m. p.m. Requester: Phone No: .❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.: Suite 100. Call to schedule reinspection. 2164 INSPECTION RECORD �® Retain a copy with permit �v�c CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr� ct: n�� Type gflnspection: "I A4e: Date Called: Structions: Af/ C t6 7 Date W nted: a.m. — 2—� p.m. Requester: Phone No: �lnspector:v` (uate: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r` f INSPECTION RECORD l Retain a copy with permit \LWECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection ^ o aEr ,Aqz Address: f,^ Date Called: S ecial I stru tions: Date Wanted:a.m. ( p.m. Requester: Phone No: Inspector: Date: - C,-13 -(6' REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD _ Retain a copy with permit —6 iZs INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: rp Type of Inspection: 1`1 n � �n."I Address: Date Called: Special Instructions: Date Wanted:, a. 5 1 p.m. Requester: SCG VV 0, Phone No: ?. 'a % L Y Approved per applicable codes. LJ Corrections required prior to approval. REYNSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. N/ INSPECTION RECORD f Retain a copy with permit b(F_©r ZT INSP PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: take--,`��� Type of Inspe ion:�f+ Address: u �� I G� Date Called: ' Special Instructions: AM Date_Wea d: a.m. p.m. Requester: �^ Phone No: Approved per applicable codes. VICorrections required prior to approval. COMMENTS: ' --(t Y ✓ ' L ✓e= cmw c r V V 1 W fC�11 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. )p r/4 INSPECTION RECORD 7) Retain a copy with permit D (j 'y ] I SPE ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'ec I , / j ./V � Type �q� Inspe ion: �rN (LC Addres : ( T"c Gee 'J61 Date Called: Special Ens uctions: Date Wanted: f a.m. p.m. Requester: Phone No: 4Approved per applicable codes. E Corrections required prior to approval. Inspector: �/ G Date REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. LOWN INSPECTION RECORD Retain a copy with permitcig I NALrYKCTION NO. PERMIT NO. CITY O TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Typ�"Df Inspection: AI�i des .t �� ✓I e, © Date I ed: 0 Special Instructions: Date Wanted: / a.m. ,�`'� ��i P.M. Requester: Phone No: (Inspector: Iuate:3 v:�-q (C I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. N INSPECTION RECORD Retain a copy with permit PIT-0 CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit ectitqn,Request Line (206) 438-9350 DIVISION (206) 431-3670 r c . /�aGvl'�f Type of i ection* I Address: , `_ f I�'t�t Date Called: pecial Instructions: C-6de f 7 Date.Want a.m. p.m. Rest_e�rr- eq ,� r �o (D -(6 Lt bu( Phone No: `Zj Z--V-8 / IInspector: \ /—C' IDate: _ Z / — 1 X U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. K'. INSPECTION RECORDf� Retain a copy permit ermit I "O " "TION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 *ct: V a 9�y� Type of Inspection: ldrei: k ei � er / Date Called: Special Instructions: � Date °Wanted. a.m. —�IN p.m. Reque§ter: M ( 1 Phone No: 3 _ S. d �Irispector: �/ � .. IDat�� � / l REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD n Retain a copy with permit I 10N N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'e6ct: l _e /�F n /V� ''` Type of spectiRon e A dress ZJL Date Callet/d: L� Special Instructio s. Date W-jnted _ /' a.m. p.m. Requester: Phone No: nspector: El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. f INSPECTION RECORD _ 1 � Retain a copy with permit IF I S ©(�� INS ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: /J Typ o Inspectiom Address: Date Called: Special Instructions: Date Wanted: a.m. 3 —3 - 16 p.m. Requester: Phone Np` v Approved per applicable codes.Corrections required prior to approval. • l --------- ---- /, •s.► r r �r.OM Inspector Date3-3 — 3 1 G RE INSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to sched le reinspe�n. ( kwr c`� C�c (� l 6�eQ cr ri INSPECTION RECORD Retain a copy with permit SP N NO. PERMIT NO,. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (A06) J31-3670 Permit Inspection Request Line (206) 438-9350 60-5 Pi P I U`z. Pro'ect: f et`e " Type of Inspection: / &4 Ff 0- f Wf �G� Address: Date Called: . Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: (Inspector: 444 / (Date: 3-3 —( REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. FA INSPECTION RECORD Retain a copy with permit I TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: C N Typ�of Inspec -ion: Address: Date Called/r� Special Instr ctions: A14 Date anted: a.m. p.m. eque er. T Phone No: Inspector: Date;: El REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ��'K INSPECTION RECORD Retain a copy with permit I E ON N . PERMIT NO. ' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 G �� Project: I Ile Type of Inspection: c _ -44R CN- V'( 49 Address: �/ 1 1 '—o /,, f lAk Date Called: Speciar Instructions: ,/� �" I Date Wanted: a.m. 3-3 p.m. Requester: Phone No: 3-3 --( REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD _ Retain a copy with permit �5 ©'� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project � f Type of Inspe 'on, Ad dress- / � ti Date Called: Special Instructions'.- / Date Wanted: �. p.m. Requester: Phone No: j pproved per applicable codes. F—J Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. - INSPECTION RECORD �� Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA, BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr Type of i ectio D �� ress: 1 `/�� � Date Called- s" Special Instructions:: �/� Date Wanted: C a:m. p.m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. U rctIrvZ)rtt;i iun rtt Kt:UUIKt:U. rrior to next inspection, Tee must De paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with per INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Project: Type of l0wectio Address: (e 4 L Date Called: Special Instructions: R17 Date Wanted: 2 � a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. ,COMMENTS: pector: REINSPECTION FEE REQUIRED. Prior to next inspectiot. fe.h must be paid at 6300 Southcenter Blvd.. Suite 100. Call. to schedule reinspection. �s C INSPECTION RECORDIS Retain a copy with permit INSPECTiON NO. PERMIT NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro��.r�s�- ,� l�s<���r Type oA�spe,,Oon:,/ Address: � � � Date Called: Special Instructions: �6_ s Date Wanted: Requester: Phone No: E4 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ,p Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'JC INSP Retain INSPECTION NO. =CTION RECORD a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ec Type of Inspection- 1 dre �: ` � � h Date alfed: Special Instructions: Date Wanted: a. p.m. Requester: Phone No: I Wlx��pprove d per applicable codes. F—J Corrections required prior to approval. MENTS: u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1-t INSPECTION RECORD �.. L' Retain a copy with permit pi �� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' -eel /J� Type of InspcLQx,�0c/ Address: ,��� � YV !Special Date Called: Instructions: XPhone Date Wanted: ILK p.m. 25-3 Requester: 2 No: Approved per applicable codes. Corrections required prior to approval. D IInspector: / (Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �g I INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd_, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ec V fi Per Type ofInd�Is ection: Fi'`ti� Address: �Date l zIe YA 4A., 67 Called: Special Instructions: #Aj Date Wanted: a.m /�o p.m. Requester: ,n h, e Phone No: 1 pproved per applicable codes. L_JCorrections required prior to approval. tJ paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �J INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj t,: Type of Inspect'o Address: � Date Called: Special Instructions: p�„ . Date Wanted: a. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. COMMENTS: �Y Inspector: c� � Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD /S-- S 17 5-- Retain a copy with permit It) I s" - �7 INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: Address: Suite #: /�/�i/ `� 61V zN 5. Contact Person:l Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: cif Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: //-� � -�' I Date: I Hrs.: / Q $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 FOSTER- SHORT PLAT LOT- 04-- 144TH LN. S. FIELD S8T51'g3"E SIDEWALK "" T • �,.. `.: _ '� EASEMENT N I i r . ' -.DRIVE WA l" %f. ice 1$J Poaa+ I L_ 3—CAR I �� GARAGE II I: w• I 52' I: 4, N o Z I: 2978B9-3 I: Z I: ELEV.-B ►: I: REVIFE WED FOR APED o SEP 2 4 2015 1 City, of TukWfa WILDING DIVISION op PAnOano :i7' h .m i---- I;n — — — — TO BSBL •� J NOTES: 1. ALL EXPOSED SOILS WILL BE MULCHED WHEN NOT BEING WORKED. 2. SILT FENCE TO BE INSTALLED AS APPROVED BY INSPECTOR. 3. TIGHTLINE ROOF DRAINS TO PLAT STORM DRAINAGE LOT STUB —OUT. DRIVEWAY DRAINAGE— ROUTE TO STREET CONTACT INFO MEGAN: (253) 848-0820 n • m[ SOUNDBUILT HOMES, INC. P.O. BOX 73790 PUYALLUP, WA 98373 PH: (253) 848-0820 FAX: (253) 539-0514 �ry RECEIVED ITY OF TUKW JUN 0 3 2015 PERMIT CENTER SCALE: 1 "=20' 0 10 20 40 14414 144th Lane S. Tukwila, WA. 98188 PARCEL# PZ 5/12/15 R2.0 Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 Projeal Information Contact Information 297$ 3R n This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date Climate Zone Fenestration U-Factorb Skylight U-Factor Glazed Fenestration SHGCb•e Ceiling Wood Frame Wall9,k,' Mass Wall R-Value' Floor Below Grade Wall`,k Slab R-Value & Depth 5 & Marine 4 R-Valuea U-Factora 6 R-Valuea U-Factora n/a 0.30 n/a 0.30 n/a 0.50 n/a 0.50 n/a n/a n/a n/a 49' 0.026 49 0.026 21 int 0.056 21+5ci 0.044 21/21h 0.056 21+5h 0.044 309 0.029 309 0.029 10/15/21 int + TB 0.042 10/15/21 int + TB 0.042 10, 2 ft n/a 10, 4 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. F,/]2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description ILO 1a JEfficient Building Envelope 1a 0' 1 b Efficient Building Envelope lb 1 1c Efficient Building Envelope 1c 40 2a Air Leakage Control and Efficient Ventilation 2a q5 2b Air Leakage Control and Efficient Ventilation 2b 1 0- 2c Air Leakage Control and Efficient Ventilation 2c 1 5 3a High Efficiency HVAC 3a 5 3b High Efficiency HVAC 3b 1 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions 'Z-VikZVUD FOR SEP 2 4 20A Us'y 0�.� QUMIG El *1200 kwh RECEIVE® CITY OF TUMILA JUN 0 3 2015 PERUIT mwym 1.5 0.0 1.50 http://www.energy.wsu.edu/Documents/2012%20Res%20Energv.pdf b I !; C) v Id- le For Si: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. 1110/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information 2978-3R Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Ref. U-factor Entry Door 0.20 Garage door to house 0.20 Entry sidelite 0.30 Den 10.30 Dining Room 0.30 Kitchen 0.30 Nook 0.30 Great Room 0.30 Bedroom 3 10.30 Bedroom 3 Clos 0.30 Playroom/Bedroom 5 0.30 Playroom/Bedroom 5 0.30 Playroom/Bedroom 5 0.30 Bedroom 2 10.30 Master Bath 0.30 Master Bedroom 0.30 Bedroom 4 Stairs 0.30 0.30 Contact Information l I Width Height Qt. Feet Inch Feet Inch -H Width Height Qt. Feet Inch Feet Inch MMEME ©MEMO MMEME =ME©■ UNME©E MMEMM =MEMO MM■©� MMEME ©©E©E MMEME MMEMM MMEME MMEME MMEME MMEME MMEME =MEMO MMEME =MEMO =MEMO =MEMO ENMEMO ENME�� =MEMO MMEME MMEME MEN��� =MEMO MMEME MMEME MINE�� ININEENE MMEME MMEME Area UA MBM� MSM� Area UA ; M� W. ON•�� •$ 11I l o e Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Overhead Glazing (Skylights) Component Description Ref. U-factor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 434.01 123.80 0.29 Area UA w�Mffm �� 1 434.0 123.80 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Contact Information ,.z.... ... .�„ Heating System Type: O All other systems O Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions * MU A Design Temperature Difference (AT) Tukwila AT = Indoor (70 degrees) - Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) °- 3,031 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height (ft) $, 25,764 Glazing and Doors U-Factor X Area = UA Instructions 0.30 = 434 130.20 Skylights U-Factor X Area = UA Instructions 0.50 — Insulation Attic U-Factor X Area = UA Instructions 0.026 1,74079 45.24 R-49 Single Rafter or Jolst Vaulted Ceilings U-Factor Area UA Instructions=- Select R-Value � � No selection Above Grade Walls (see Figure 1) U-Factor Area UA Instructions 0.056 ;2,458 137.65 R 21 Intermediate rm _. R Floors U-Factor Area UA w". Instructions 0.029 �1,740 50.46 Below Grade Walls (see Figure 1) U-Factor Area UA Instructions "' '" —� Select R-value � � No selection — Slab Below Grade see Fryure 1) _ _ F-Factor Length14,77 UA Instructions �' r a` "'"°"" No selection -- SeleQcondrooning .�' Slab on Grade (seeFrgure1) F-Factor Length UA Instructions �" " Select R-ValueM No selection [�t Location of Ducts instructions Duct Leakage Coefficient unconditioned Space " ' 1.10 Sum of UA 363.55 Figure 1. 46 Envelope Heat Load 16,723 Btu / Hour Sum of UA X oT Air Leakage Heat Load 12,799 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 29,523 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 32,475 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 45,465 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump (07101113) FIELD Ages Engineering, LLC A Geotechnical & Environmental Services LLC Ed Flanigan Keller Williams International The Flanigan Group Orca Homes 1100 Dexter Ave. N., Suite 275 Seattle, WA. 98109 Subject: Geotechnical Report Foster Short Plat 4419 S. 1441' Street Tukwila, Washington 98168 Parcel Number: 0040000375 Dear Mr. Flanigan, P.O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineerine.com July 28, 2015 Project No. A-1212 CORRECTON L T R # ...J.......... RE-Cr,VED CITY OF TUKWILA AUG B-6 2015 PERMIT CENTER As requested, we have completed a geotechnical evaluation for the new construction planned at the subject site located at 4419 S. 144`h Street in Tukwila, Washington. The location of the site is shown on the Site Vicinity Map provided in Figure 1. We were provided with the City of Tukwila Correction Notice #1, and 15 sheets of Civil Engineering plans showing the planned site development. According to the Correction Notice provide to us, the City of Tukwila has requested load bearing capacity for the foundations planned on the site, and recommendations for the foundation and roof drains on the lots. According to the plans provided to us, the existing structure on the site will remain and the remaining portions of the site will be subdivided to achieve 8 additional residential lots. The existing residence will be located on Lot 1. Lots 2 through 9 will be located on the remaining portions of the site. The new residences will be one- to two-story wood- frained structures with raised floors constructed over a crawl space. Attached garages will have slab -on - grade floors. Foundation loads should be relatively light, in the range of 1 to 3 kips per lineal foot for bearing walls and 25 to 50 kips for isolated column footings. The sites storm water system will be a combined infiltration and detention system. Development storm water from the sites' interior roadway will discharge to a detention vault constructed under the sites' interior roadway. Development storm water from the roof and foundation drains of each of the new structures will discharge to infiltration facilities constructed on each lot. An overflow for each of the infiltration systems will discharge to catch basins connected to a final catch basin that will link the sites' storm water system to 11�FAR Tukwila system located in the adjacent South 140 Street roadway. �E �.�NCE -dot% IPROWD SEP 2 4 2015 Of TukvAla E` ` 4t ' JF 11 Mr. Ed Flanigan July 28, 2015 The conclusions and recommendations presented in this report are based on our understanding of the above stated site and the planned project design features. If actual site conditions differ, the planned project design features are different than we expect, or if changes are made, we should review them in order to modify or supplement our conclusions and recommendations as necessary. SCOPE OF WORK Thy "s 'af ouri6tvice was to perform a geotechnical evaluation of the site soil and groundwater conditions to develop design and construction recommendations for foundation bearing of the new structures planned on the site, and to discuss the planned storm water plan. Specifically, the scope of services for this Geotechnical Report will include the following: • Reviewingthe'avi ilable geologic, hydrogeologic and geotechnical data for the site area, and conducting a geologic reconnaissance of the site area. • Addressing the appropriate geotechnical regulatory requirements for the planned site development, including a Geologic Hazard evaluation. • Advancing four to five test holes in the planned new development area to a maximum depth of approximately 12.0 feet below surface grades. • Providing geotechnical recommendations for site grading including subgrade preparation fill placement criteria, and suitability of on -site soils for use as structural fill in the foundation areas. • Providing geotechnical recommendations for design and construction of new foundations including allowable bearing capacity and estimates of settlement. • Provide a discussion of the planned development storm water plan. SITE CONDITIONS Surface The subject site is a residential development located at 4419 S. 140 Street in Tukwila, Washington. The subject site is currently occupied with a single-family residence located in the northeastern portion of the site. The remaining portions of the site have been developed to include 8 residential single-family lots. The site is bordered with single-family residential parcels to the east, west, and south, and South 144'h Street to the north. Site access is provided from South 140 Street located along the north side of the site. To provide access to all of the lots, a new roadway was constructed onto the site. The new roadway extends from South 144h Street at the center of the sites' northern property line. The site roadway terminates at two hammer heads located near the center of the site. The location of the site is shown on the Site Vicinity Map provided in Figure 1. !n general, the site slopes down to the west at surface inclinations ranging from 0 to 8 percent. Site vegetation has been cleared along the majority of the site and consists of various landscape bushes and trees around the existing residence located in the northeast comer. Page - 2 - Mr. Ed Flanigan July 28, 2015 Mapped Soils According to the draft version of The Geologic Map of Des Moines, Washington, the soil in the vicinity of the site are mapped as glacial till (Qvt). The glacial till was deposited during the Vashon stade of the Fraser Glaciation, approximately 12,000 to 15,000 years ago. The till was deposited beneath the advancing glacial ice and consequently over -ridden by the glacial ice mass. The glacial till will typically be found in a very dense condition where undisturbed. The near surface soils at the site have been disturbed by natural weathering processes that have occurred since their deposition. No springs or groundwater seepage was observed on the surface of the site at the time of our site visit. A copy of the Geologic Map for the subject site is provided in Figure 3. Site Explorations On July 2.7, 2015 a representative from our office was on site to explore subsurface conditions at the site by advancing 4 hand -augured test holes to a maximum depth of 5.5 feet below existing surface grades. The approximate Test Hole locations are shown on the Exploration Location. Plan provided in Figure 2. Our representative continuously monitored the excavations, maintained logs of the subsurface conditions encountered in each test hole, obtained representative soil samples, and observed pertinent site features. The specific number, location, and depth of the explorations were selected by Ages Engineering, LLC personnel in the field. The soils encountered were visually classified in accordance with the Unified Soil Classification. System (USCS) provided in Figure 4. The explorations performed as part of this evaluation indicate subsurface conditions at specific locations only and actual subsurface conditions can;vary across the site. Furthermore, the nature and extent of any such variation may not become evident until additional explorations are performed or construction activities begin. The test hole logs are provided in Figures 5 and 6. Representative soil samples obtained from the test holes were placed in sealed containers and taken to a laboratory for further examination and testing. The moisture content of the soils obtained during our exploration were determined and are presented on the test hole logs. Site Soils In general, the soils we observed underlying the site during our site explorations confirm the mapped stratigraphy of the site area. The soils encountered in the Test Holes consist of 2 to 18 inches of old fill overlying native silty sand with gravel consistent with glacial till. The soils observed in Test Holes TH-1 through TH-3, located on Lots 2, 3, and 4 respectively, consist of 2 inches of wood chips overlying silty sand with gravel consistent with glacial till. The soils observed in Test Hole TH-4, located on Lot 6, consist of 2 inches of wood chips overlying old fill consisting of silty sand with gravel to a depth of 1.5 feet below surface grades. In general, the old fill was brown and in a medium dense and moist condition. Underlying the wood chips in Test Holes TH-1, TH-2, and TH-3, and underlying the fill in Test Page - 3 - Mr. Ed Flanigan July 28, 201 Hole TH-6, we encountered silty sand with gravel consistent with native glacial till. The till was medium dense and weathered in the upper 3.0 to 4.0 feet. The unweathered glacial till was encountered at depths ranging from 3.0 to 4.0 feet below surface grades. The test hole logs are provided in Figures 5 and 6. Groundwater We did not encounter groundwater seepage in any of the test holes advanced at the site. However, we encountered mottled soils in the upper portions of the native glacial till soils indicating a seasonal perched water table likely develops above the dense glacial till at times during the wet winter season. Perched groundwater levels and flow rates will fluctuate seasonally and typically reach their highest levels during and shortly following the wet winter months (October through May). DLSSCUSSION AND RECOMMENDATIONS General Based on our study, in our opinion, soil and groundwater conditions at the site are suitable for the proposed development. The new structure can be supported on conventional spread footings bearing on the existing organic -free native site soils, or on structural fill placed above these existing soils. Floor slabs and pavements should be similarly supported. The native soils encountered at the site contain a high enough percentage of fines (silt and clay - size particles) that will make them difficult to compact as structural fill when too wet. Accordingly; the ability to use the soils from site excavations as structural :fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during the winter season, the owner should be prepared to import free -draining granular material for use as structural fill and backfill. The following sections provide detailed recommendations regarding these issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and construction specifications. Site Preparation and Grading To prepare the site for construction, all vegetation, organic surface soils, and other deleterious materials including any existing structures, foundations or abandoned utility lines should be stripped and removed from the new foundation area. Organic soil will not be suitable for use as structural fill, but may be used for limited depths in non-structural areas. Once clearing, stripping and cutting operations are complete, fill operations can be initiated to establish desired grades. In order to achieve proper compaction of structural fill, the native organic -free subgrade must be in a relatively stable condition. Prior to placing structural fill, and to prepare the Page-4- W. Ed Flanigan July 28, 2015 foundation subgrade, all exposed surfaces should be compacted with heavy vibratory compaction equipment to determine if any isolated soft and yielding areas are present. If excessively soft or yielding areas are present, and cannot be stabilized in place by compaction, they should be cut to firm bearing soil and filled to grade with structural fill. If the depth to remove the unsuitable soil is excessive, using a geotextile fabric can be considered, such as Mirafi HP270 or an approved equivalent, in conjunction with structural fill. In general, a minimum of 18-inches of clean, granular structural fill over the geotextile fabric should establish a stable bearing surface. A representative of Ages Engineering, LLC should observe the foundation subgrade compaction operations to verify that stable subgrades are achieved for support of structural elements. Our study indicates the native and fill soils encountered at the site contain a sufficient enough percentage of fines (silt and clay -size particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities are planned during the wet winter months, or the on -site soils become too wet to achieve adequate compaction, the owner should be prepared to import a wet -weather structural fill. For wet weather structural fill, we recommend importing a granular soil that meets the following gradation requirements: U. S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* * Based on the'/<.inch fraction Prior to use, Ages Engineering, LLC should examine and test all materials to be imported to the site for use as structural filL Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soils' laboratory maximum dry density as determined by American Society for Testing and Materials (ASTM) Test Designation D-1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this same ASTM standard. In non-structural areas, the degree of compaction can be reduced to 90 percent. Excavations All excavations at the site associated with confined spaces, such as lower level building and retaining walls, must be completed in accordance with local, state, and/or federal requirements. Based on current Washington State Safety and Health Administration (WSHA) regulations, the weathered glacial Page - 5 - Mr. Ed Flanigan July 28, 2015 till soils observed in the upper portions of the site would be classified as Type C soils. The deeper dense unweathered glacial till soils are classified as Type A soils. According to WSHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type C soils should be laid back at a slope inclination of 1.5:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope and the side slopes in Type A soils should be laid back at a slope inclination of 0.75:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope. All exposed slope faces should be covered with a durable reinforced plastic membrane during construction to prevent slope raveling and rutting during periods of precipitation. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the excavation slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs, or if construction materials will be stockpiled along the slope crest. If these safe temporary slope inclinations cannot be achieved due to property line constraints, shoring may be necessary. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Ages Engineering, LLC assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Foundations The new residential foundations may be supported on conventional spread footing foundations bearing on the competent native organic -free native soils or on structural fills placed above these native soils. Foundation subgrades should be prepared as recommended in the "Site Preparation and Grading" section of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth - below the floor slab. We recommend designing new foundations for a net allowable bearing capacity of 3,000 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With the anticipated loads and this bearing stress applied, building settlements should be less than one-half inch total and one -quarter inch differential. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the sides of the footings can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 350 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent soil and backfilled with structural fill, as described in the "Site Preparation and Grading" section of this report. The values recommended include a safety factor of 1.5. Page - 6 - Mr. Ed Flanigan July 28, 2015 Foundation Parameter Summary Description *Design Value Net Allowable Bearing Capacity 3,000 psf Friction Coefficient 0.35 Lateral Resistance 350 pcf *Details regarding the use of these parameters are provided in the section above. Storm Water Development storm water from the roof and foundation drains of each of the new structures will discharge to infiltration facilities constructed on each lot. An overflow for each of the infiltration systems will discharge to the catch basin storm drain system on the site before connecting to a final catch basin that will link the sites' storm water system to the existing City of Tukwila system located in the adjacent South 144 b Street roadway. The development storm water from the sites' interior roadway will discharge to catch basins leading to a detention tank placed under the roadway. The detention tank will discharge to a final catch basin that will link the sites' storm water system to the existing City of Tukwila system located in the adjacent South I Street roadway. In our opinion, the development storm water plan as shown on the plans provided to us and described above should be sufficient to control and discharge the collected storm water. Slab -On -Grade Floors Slab -on -grade floors should be supported on subgrades prepared as recommended in the "Site Preparation and Grading" section of this report. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer of clean, free -draining, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slabs. The drainage material should be placed in one lift and compacted to a firm and unyielding condition. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will not assist in uniform curing of the slab, and may serve as a water supply for moisture transmission through the slab and affecting floor coverings. Additionally, if the sand is too dry, it can effectively drain the fresh concrete, thereby lowering its strength. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided. Page - 7 - Mr. Ed Flanigan July 28, 2015 ADDITIONAL SERVICES If changes are made in the loads, grades, locations, configurations or types of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, Ages Engineering, LLC should be given the opportunity to review our recommendations and provide written modifications or verifications, as necessary. We should also provide geotechnical services during construction to observe compliance with the design concepts, specifications, and recommendations. This will allow for expedient design changes if subsurface conditions differ from those anticipated prior to the start of construction. LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Ages Engineering, LLC and is intended for the exclusive use of Mr. Ed Flanigan and his authorized representatives for use in the design, permitting, and construction portions of this project. The analysis and recommendations presented in this report are based on data obtained from others and our site explorations, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible. The nature and extent of which may not become evident until the time of construction. If variations appear evident, Ages Engineering, LLC should be requested to reevaluate the recommendations in this report prior to proceeding with construction. A contingency for unanticipated subsurface conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated during our exploration, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not .intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Page - 8 - Mr. Ed Flanigan July 28, 2015 We trust this information is sufficient for your current needs. if you have any questions, or require additional information, please call. Respectfully Submitted, Ages Engineering, LLC r5;' EXPIRES //-OB -ZO!(p Bernard P. Knoll, 11, P.E. Principal BPK:bpk Project No.: A-1212 ATTACHMENTS: Figure 1 — Site Vicinity Map Figure 2 — Exploration Location Plan Figure 3 — Geologic Map Figure 4 — Unified Soil Classification System Figures 5 and 6— Test Hole Lop Page - 9 - R vvflcn F= t.-r W A Z N 4 0 S 14-1*h St St 51 01 a t S 16CIO, St IU V rr o IS3 1-1 'A 2000 feet 500 M Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, NAIA. 98371 Main (253) 945-7000 www.agesengaineering-com Site Vicinity Map Foster Short Plat 4419 S 144' Street Tukwila, Washington Project No.: A-1212 I July 2015 Figure I It *44TA i 4 14 Vr I �h DO QLA4w- LW IL MWITH -7,7 7:7 77 J • LOT 9 1 MPvxmT VrJCPU AREA r mmwa EA30W sw rpmwm Lar I LOW.. I I. '6' LOT I I Et 604t LM 7 -4 - ( .. _ _ P47 W, rp TH-4 9 FH-3 TH-2 Lar 3 Lar 6 Lar 6 WT 4 tr I&V a, R7V If ;P KEY: APPROXIMATE LOCATION OF TEST HOLE TH-1 Ages Engineering, LLC P. O. Box 935 PuyaHup, WA. 98371 Main (253) 845-7000 %vww_agewqgin=ing.com Exploration Location Plan Foster Short Plat 4419 S. 144th Street Tukwila, Washington Project No.: A-1212 I July 2015 Figure 2 t _.� • . _ \ �+k'21 \8 Qi Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 ww w.upseagineer4cwm Geologic Map Foster Short Plat 4419 S. 14401 Street Tukwila, Washington UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL WITH GW Well -Graded GRAVEL GRAVEL < 5 % FINES GP Poorly -Graded GRAVEL GRAVEL GW-GM Well -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay COARSE More than 50% Of Coarse Fraction Retained on WITH BETWEEN 5 AND 15 % FINES GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAINED SOILS No. 4 Sieve GRAVEL %GM WITH > 15 Silty GRAVEL GC Clayey GRAVEL FINES SAND SW Well -Graded SAND More than 50% Retained on SAND WITH < 5 % FINES SP Poorly -Graded SAND SAND SW-SM Well -Graded SAND with silt No. 200 Sieve SW -SC Well -Graded SAND with clay More than 50% Of Coarse Fraction Passes WITH BETWEEN 5 AND 15 /° FINES SP-SM Poorly -Graded SAND with silt SP-SC Poorly -Graded SAND with clay No. 4 Sieve SAND WITH > 15 % SM Silty SAND SC Clayey SAND FINES FINE ML Inorganic SILT with low plasticity GRAINED Liquid Limit Less than 50 CL Lean inorganic CLAY with low plasticity SOILS SILT AND OL Organic SILT with low plasticity CLAY MH Elastic inorganic SILT with moderate to high plasticity MorePthann 50% asses Liquid Limit 50 or more CH Fat inorganic CLAY with moderate to high plasticity No. 200 Sieve Organic SILT or CLAY with moderate to high plasticity HIGHLY ORGANIC SOILS PEAT NOTES: (1) Soil descriptions are based on visual field and laboratory observations using the classification methods described in ASTM D-2488. Where laboratory data are available, classifications are in accordance with ASTM D-2487. (2) Solid lines between soil descriptions indicate a change in the interpreted geologic unit. Dashed lines indicate stratigraphic change within the unit. (3) Fines are material passing the U.S. No. 200 Sieve. Ages Engineering, LLC P. 0. Box 935 Puyallup, WA. 98371 Main (253)845-7000 www.ag"migiueermg.com Unified Soil Classification System (USCS) Foster Short Plat 4419 S. 140 Street Tukwila, Washington es EAgngineering,LLC Pq l3ox935 Ofce (25W 845-7000 Test Hole TH-1 DATE: July27,2015 LOGGED BY: BPK II,ENI: Depth Soil Description Notes feet) M°/n I Other Brown mottled reddish -orange silty SAND with gravel, medium dense, moist. (SM) (Weathered Glacial Till) Brownish gay silty SAND with gravel, moderately cemented, dense, moist. (SM) (Glacial Till) 5 ITest Hole terminated at a depth of 4.5 feet below surface grades No groundwater seepage encountered. 10 Test Hole TH-2 DATE. July 27, 2015 LOGGED BY'. BPK Depth Soil Description (feet) 5 10 Brown mottled reddish -orange silty SAND with gravel, medium dense, moist (SM) (Weathered Glacial Till) Brownish gay silty SAND with gravel, moderately cemented, dense, moist (SM) (Glacial Till) Est Hole terminated at a depth of 4.5 feet below surface grades o groundwater seepage encountered. Figure 5 0": Notes M% I Other Pmod \To.: A-1212 935 es Engineerin LLC P.O.11up,W Puyallup, WA. 98371 9 Office (253) 845-7000 Test Hole TH-3 DATE: July27,2015 LOGOmsv: BPK ELEv: Depth Soil Description Notes (feet) M% I Other 0 — Brown mottled reddish -orange silty SAND with gravel, medium dense, moist. (SM) (Weathered Glacial Till) Brownish gray silty SAND with gravel, moderately cemented, dense, moist. (SM) (Glacial Tile 5 Test Hole terminated at a depth of 4.5 feet below surface grades. No groundwater seepage encountered. 10 Test Hole TH4 nATB July 27, 2015.LOGGED BY: BPK ELEV. Depth Soil Description Notes (fit) M% I Other a FILL: 2 INCHES %Vood Chips overlying brown sihy sand with gra-cl, medium dense, moist. Brown mottled reddish -orange silty SAND with gravel, medium dense, moist. (SM) (Weathered Glacial Till) Brownish gray silty SAND with gravel, moderately cemented, dense, moist. 5 (SM) (Glacial Till) Test Hole terminated at a depth of 5.5 feet below surface grades. No groundwater seepage encountered. 10 Figure 6 ProjalNo.: A-1212 I FIELD STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Rg`W =D FOR 0UECROVED MPLIANCE SEP 2 4 2015 City OfTukwila RUILDfNG 131V1s10N Job No.: 03-051 Location: Lot 4, Foster Tukwila, Washington Plan 297813-3 May 18, 2015 CORRECTION LTR#LSM-- RECEIVED CITY OF TUKWILA SEP 1' 8 2015 PERMIT CENTER Des— o125- SEGA Engineers, Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Copyright 2015, SEGA Engineers STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Job No.: 03-051 Location: Lot 4, Foster Tukwila, Washington Copyright 2015, SEGA Engineers Plan 297813-3 May 18, 2015 EC EIVIF F) JUN 12 2015 �'Unvvll� PUBLIC WORKS RECEIVED CITY OF TUKWILA JUN 0 3 2015 PERMIT CENTER Des- ot g SEGA Engineers,, Structural & Civil Consulting Engineers 22939 SE 292°d PL (360) 886-1017 Black Diamond, WA 98010 �Wj 41 STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Design Criteria International Building Code (IBC), 2012 LOADS Roof DL 15 psf LL 25 psf Floor DL 10 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph KZt 1.00 Exposure B Seismic Design Category D SpS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf (Vult) Project Plan 2978 Job No. 03-051 By: GAT Checked Date:06/27/13 Sht i SEGA Engineers Project Plan 2978 /Structural & Civil Consulting Engineers Job No. 03-051 By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 04/23/14 Sht 2 LOADS ROOF DL Roofing (Comp) 3.5 psf '/2" OSB 2 x @ 24" Insulation s/8' GWB Misc. LL Snow, Pt Reduction, Cs 6/12 pitch = 27 deg Total Roof Load FLOOR 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf (115% Load Duration) 0.00 (Ct = 1.1, other surfaces) 39.2 psf DL Flooring 0.5 psf 314' Plywood 2.3 2x12@16"oc 3.3 5/8" GWB 2.8 Misc. 1.5 10.4 psf LL Residential 40 psf Total Floor Load 50.4 psf DECKS DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 LL Residential 40 psf Total Deck Load 48.6 psf WALLS DL Siding 3.5 '/z" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 '/2' GWB 2.2 9.5 psf Copyright 2014, SEGA Engineers SEGA En , ineersJ PROJECT LAtu 7 Structural & Civil Consulting Engineers JOB NO. p 3 _ as j FIGURED BY 229�9 $1:� 29�nd Place Black Diamond, Washin n 98010 (360) 886-1017 _ ... _ . CHECKED BY DATE f ql.f SHEET OF }� �0'7,1j`A') Y Z l_{pA 7-1 ZlI Cie Zy- (0,11Y lxt) /, z," 4,Vj,0 - Copyright 2013, SEGA Engineers SEGA Engineers f S%—tructural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 PROJECT :&Q 18 JOB NO. FIGURED BY f�- CHECKED BY DAT'I;'I -1/1� SHEET t OF St D zy4 a �► l3 <ct� bL rig r 1 r d, I I (-71ud ) C G 1 a Ito j Copyright 2013. SEGA Engineers SEGA Engineers PROJECT Z Ct Structural & Civil Consulting Engineers JOB NO. C) 3 pS FIGURED BY 22939_ SE 292nd_ Puce Black Diamond, Washington 98010 CHECKED BY DATE SHEET OF (360) 886-1017 �iI Copyright 2015, SEGA Engineers ,SEGA Engineers-/ PROJECT SSir ctural & Civil Consulting Engineers JOB NO, 0 3 ' s'I FIGURED BY 22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DA F �V� SHEET"] OF (360) 886-1017 } �Z e- jt t J, j3 i f i:....,. .............. 4 = 'V�L 5 re !- 0t 4 ti��>(zo`) t0,-7z(j,�t'}(�v►�Z•- � 1� �it����3�,J 7 Sr-M 3m a* -qe - 3 C*L j; = Clk)(4sP))7) t 140� AJ _pr I cElkV, s i 7i e 3 A? � —nl Copyright 2013, SEGA Engineers SEGA Engineers �S:ct:i & Civil Consulting Engineers Project Plan 2978 Job No. 03-051 By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 06/27/13 Sht. O, LATERAL LOADS - (Altemate ASD) SEISMIC Maximum Base Shear, V = F SoS W Eq. 12.14-11 R where, F = 1.1 Two -Story Building SpS =1.00 SS = 1.5 Fa = 1.00 (Table 11.4-1, Sr, > 1.25) R = 6.5 Table 12.14-1 W = Seismic Weight For W: W,,f= (40ft) (45ft) (16psf)+ (2) (40ft+ 45ft) (4.0ft) (9.5psf) _; 35kips Wfl.r= (40ft) (40ft) (14psf)+ (2) (40ft+ 40ft) (8.5ft) (9.5psf) = 35kips W total = 7_ 1 kips Design Base Shear, V = ( .169 } (71 kip } = 11.9 kip E = 11.9 kip = 8.5 kip 1.4 WIND Design Wind Pressure, ps = A Kn p,30 where, = 1.00 0 -15 ft Exposure B = 1.00 20 ft = 1.00 25 ft = 1.00 30 ft Kn = 1.00 P30 = 17.7 psf 110 mph Po -15 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf P20 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf P25 = (1.00 ) (1.00 ) (17.7 psf) = 17.70 psf Pao = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf Eq. 28.6-1, Sect. 28.6.3 Figure 28.6-1 Section 26.8 Figure 28.6-1 (ASD) (x 0.6 = 10.62 psf) (x0.6= 10.62psf) (x0.6= 10.62psf) (x0.6= 10.62psf) Design Base Shear: (Wind) Vvb= (40ft) (10ft) (17.7psf) + (40ft) (5ft) (17.7psf) + (40ft) (5ft) (17.7psf) + (40ft) (5ft) (17.7psf) 17.7x0.6=10.6kips Vsrs= (50ft) (10ft) (17.7psf) + (44ft) (5ft) (17.7psf} + (39ft) (5ft) (17.7psf) + (lift) (5ft) (17.7psf)=17.2x0.6=10.3kips Therefore, Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers PROJECT Structural & Civil Consulting Engineers 22928 SE 312th ST * Black Diamond, Washington 98010 JOB NO. 0 3 _C;�C FIGURED BY O�y (360) 886-1017 - Fax (360) 886-1016 CHECKED BY DATE t%jj V, SHEET OF u- !7Z �,It Copyright 2003, SEGA Engineers SEGt�, Engineersl PROJECT Structural & Civil Consulting Engineers JOB NO. 0 FIGURED BY CZ 22939 SE 292nd.Plan Place Black Diamond, Washin 98010 " � CHECKED BY DATE IF�f `�' SHEET � � OF (360) 886-1017 ......... _.... __........ . .v_.___.. � f �(�� 3 ,.G" I es z► 3 � O U ' p /21t S r t%'10 9 Uk " � z,� ,(-I: re�� �s'')t (5' ��latop�`�r(5'j�,ro►tPl'`}� = Af- Z� Q,{'��.,,. C'—z��C�-a'�/�+ Gt �� ' .�� �' `�� Est r ' ` Copyright 2013, SEGA Engineers I .� Ak Wilo SEGA Engineers i PROJECT Sq -7 Siuctural & Civil Consulting Engineers JOB NO. FIGURED BY 22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DATE VIZp� SHEET )1,,OF (360) 886-1017 S 4 <Z'+ P= f7- V'0' ... ...... .. . .. • -SEGA Engineers PROJECr Z9-� ' Structural & Civil Consulting Engineers JOB NO. p -tom „ , FIGURED BY � fT 22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DAT9 I/ SHEET F (360) 886-1017 � � � t E :.fit •. �: �i -.(p"r SkO� , Z PlikC Z9z/1 !,/4 4-9 2 b,-- T16 �s r i Copyright 2013, SEGA Engineus . , SE GA I'— Engineers,, PROJECT Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (360) 888-1017 • FAX 886-1016 CHECKED BY PLAN 29i8 03-051 FIGURED BY GAT DATE 02/12/15 SHEET 15 OF 15 SMEAR WALL KEY PLAN UPPER FLOOR A = 1,602 SQ FT WTaT• - errs To TOP (TTP. cf RATUE 4 i 1 2 2 2 /-LT8TAM - MM 4 SU O- 1 3 MAIN FLOOR A • 19b1 60 FT 0 WfMV -MAM TO TOP RATE � 4 �S �Q � 's A = 438 SQ FTN� OPTION OPTION (1-- A . 110 80 FT A . 1,014 80 ❑ ❑ s �cr (TYP. OF 9 (TYP. OF 3 1 of 27 GABLE ID:kpA10W RFeufjcbe00WEI 1.0.0 5-6-0 1-11.8 6.00 12 1.5x4 II 1.5x4 II 5 1.5x4 II 4 3 T T 2 1 3x4 = 9 8 7 1.5x4 11 1.5x4 11 1.5x4 11 FIELD Scale: 1/4"=1' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) 0.01 6 Nr 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 6 Nr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 7 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 24lb FT=16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS All bearings 5-6-0. (lb) - Max Horz2=110(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 8, 9 except 7=-108(LC 5) Max Grav All reactions 250 lb or less atjoint(s) 2, 8, 9 except 7=327(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-319/113 BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be intalled durin truss erection in accordance with Stabilizer Installation guides NOTES (10) 1) Wind: ASCE 7-10; 110mph; TCDL=4.Spsf; BCDL=4.2psf, h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 1 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 9 except (jt=lb) 7=108. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard FOR SEP 2 4 2015 RECEIVED CITY OF TUKWILA �j L�I�G �IVlSION JUN032015 M c" PERMIT CENTER ! WARNING! — VERIFY DESIGN PARAMETERS AND READ -ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. �k4 /� theTRUSSco. INC. Pave 2 of 27 < Job Truss Truss Type Qty Ply SOUNDBUILTNW/2978A-3CAR/RD 2978-3C Al MONOPITCH TRUSS 3 1 Job Reference (optional) nc nw� vv., ,,,-vwuq na unn,m vvn, �uyciic vn, vmnnywu v , oc LOW s JUI 3I LV I Ivi I ex Inuusrnes, mc. rn F,u uz 7q:7 v4z zu7J rage i ID:kpA10W RFeuf)cbe00WECxzDE17-igzU?9v2SWJISJnzNjjyzEOw A3SODwDhwiHrEyrgg7 -1-0-0 5-e-o 7-sa 1-ao 5.6-0 4 1.5x4 II 6.00 F12 3 T1 1 , jsm 1 B1 5 3x4 = 1.5x4 11 Scale = 1:27.8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.05 2-5 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.10 2-5 >641 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 20lb FT= 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc pudins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 5=304/Mechanical, 2=221/0-3-8 (min. 0-1-8) Max Horz2=110(LC 5) Max Uplift5=-84(LC 8), 2=-12(LC 8) Max Grav5=367(LC 2), 2=264(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-330/106 NOTES (8) 1) Wind: ASCE 7-10; 1lomph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard i as yam. � •��, j( � ) i 4 C !WARNING! —VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. ' De%ign valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be Ostalledf,and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. 13acint shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSc0. INC. Paqe 3 of 27 Job Truss Truss Type Oty Ply SOUNDBUILT NW/2978A-3CAR/RD 2978-3C A2 MONO TRUSS 6 1 Job Reference (optional) The Truss Co./ Tri-County Truss, Sumner WA / Eugene OR / Burlington WA, TSE 7.350 s Jul 31 2012 MiTek Industries, Inc. Fri Aug 02 14:17:42 2013 Page 1 ID:kpA1OWRFeufjcbe00WECxzDE17-igzU?9v2SWJISJnzNjjyzEOtHA3WODwDhwiHrEyrgg7 5.4-0 5T5T8. 1-0.0 I 5-4-0 0-1-8'. 1.5x4 II 3x4 = Scale = 1:22.6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.05 2-4 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.09 2-4 >657 240 BCLL 0.0 ' Rep Stress Inor YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 18lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (lb/size) 2=242/0-3-8 (min. 0-1-8), 4=168/0-1-8 (min. 0-1-8) Max Horz2=82(LC 5) Max Uplift2=-33(LC 8), 4=-33(LC 8) Max Grav2=291(LC 2), 4=198(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FMFMiTek recommends that Stabi5zers and required cross bracing be installed truss erection, in accordance with Stabilizer Installation guide. NOTES (9) 1) Wnd: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft, Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC. Page 4 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A-3CAR/RD 2978-3C A3 GABLE 1 1 Job Reference (optional) the Truss Co./ Td-County Truss, Sumner WA / Eugene OR / Burlington WA, TSE 7.350 s Jul 31 2012 MiTek Industries, Inc. Fri Aug 02 14:17:42 2013 Page 1 ID:kpA10W—RFeufjcbe00WECxzDE17-igzU?9v2SWJISJnzNj yzEOzIA6hODQDhwiHrEyrgg7 -1.0-0 5.4-0 5,Sr8 1-0-0 5-4-0 0-1-8 1.5x4 II 5 3x4 = 1.5x4 11 1.5x4 11 1.5x4 II 0, B Scale = 1:23.3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TILL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) 0.00 1 n/r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WS 0.03 Horz(TL) -0.00 6 n/a n/a BCDL 7.0 Code IRC2012frPI2007 (Matrix) Weight: 21lb FT=16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS All bearings 5-5-8. (lb) - Max Horz2=82(LC 5) Max Uplift All uplift 100 Ito or less at joint(s) 2, 6, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6, 7, 8 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTelk recommends that Stabilizers and required cross bracing be installed duHn truss erection, in accordance with Stabilizer Installation uide. NOTES (10) 1) Wind: ASCE 7-10; 110mph; TCDL=4.8psf;.BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 7, 8. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 0.111 WW-A O �� 7671 t94b9 tc3�,� C1ST16 IS Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC. Page 5 of 27 Job Truss Truss Type Qty Ply SOUNDBUILTNW/2978A-3CAR/RD 2978-3C B MONO TRUSS 3 1 Job Reference (optional) the Truss Co./ Tri-County Truss, Sumner WA / Eugene OR / Burlington WA, TSE 7.350 s Jul 31 2012 MiTek Industries, Inc. Fri Aug 02 14:17:43 2013 Page 1 ID:kpA10W RFeufjcbe00WECxzDE17-A1XsDVwgDpR94TM9xREBWSxwyZLolgANwaSgNgyrgq6 -1-0-0 7-4-0 7*8 ' 1-0-0 7-4-0 0-1-8 1.5x4 II 3x4 = 1.5x4 11 Scale = 1:29.5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.17 2-4 >505 360 MT20 185/148 TCDL 8.0 cr Lumber Inease 1.15 BC 0.50 Vert(TL) -0.35 2-4 >246 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 24 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (lb/size) 2=30810-3-8 (min. 0-1-8), 4=23710-1-8 (min. 0-1-8) Max Horz2=11O(LC 5) Max Uplift2=-39(LC 8), 4=-46(LC 8) Max Grav2=368(LC 2), 4=281(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection, in accordance with Stabilizer Installation guide. NOTES (9) 1) Wnd: ASCE 7-10; 110mph; TCDL=4.8psf, BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL,NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only 4on parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSco. iNc. Para A of 97 Job Truss Truss Type C1ty Ply SOUNDBUILTNW/2978A-3CAR/RD 2978-31C C MONO TRUSS 6 1 ' Job Reference (optional) uc i ivaa w., 1 n—vuu,y i puss, ounuiei WAi Eugene OR i ounmgcon vVA, TSE t.;= S Jul Sl ZU12 MI I eK Industnes, Inc. hn Aug 02 14:17:43 2013 Page 1 ID:kpA10W RFeufjcbe00WECxzDE17-A1XsDVwgDpR94TM9xREBWSx4aZPWIgANwaSgNgyrgq6 -1-ao 4-10-0 4,11-3 h 4-10-0 0-113 3x4 = 4-11-8 LOADING(psf) SPACING 21% CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.03 2-4 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.06 24 >892 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code IRC2012lrP12007 (Matrix) Weight: 16lb FT=16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (lb/size) 2=226/0-3-8 (min. 0-1-8), 4=150/0-1-8 (min. 0-1-8) Max Horz2=75(LC 5) Max Uplift2=-32(LC 8), 4=-29(LC 8) Max Grav2=272(LC 2), 4=177(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:20.0 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection, in accordance with Stabilizer Installation vide. NOTES (9) 1) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI I. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC. Paqe 7 of 27 Job Truss Truss Type Oty Ply SOUNDBUILTNW/2978A-3CAR/RD 2978-3C C1 GABLE 1 1 Job Reference (optional) I ne I russ uo./ I n-.,oUmy i russ, oumner vvA / cugene uK i ouningron vvA, I at r.3ov s JUI 31 ZU1z mi I eK m0ustnes, Inc. Fn Aug UZ 14:1 /:43 ZU13 Page 1 I D:kpA10W_RFeufjcbe00 WECxzDE 17-A1 XsDVwgDpR94TM9xREBWSx4aZPWIgANwaSgiigyrgq6 -1-0-0 4-10-0 4-11-8 1-0-0 4-10-0 0-1.8 3x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TILL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.03 2-4 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.20 Ven(TL) -0.O6 2 4 >892 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 19 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS (lb/size) 2=226/0-3-8 (min. 0-1-8), 4=150/0-1-8 (min. 0-1-8) Max Horz2=75(LC 5) Max Uplift2=-32(LC 8), 4=-29(LC 8) Max Grav2=272(LC 2), 4=177(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:20.0 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M ek recommends that Stabilizers and required cross bracing be installed duTn truss erection in accordance with Stabilizer Installationguide. NOTES (11) 1) Wind: ASCE 7-10; 110mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed, MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FRISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1Building i Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. #heTRUSSCO. INC. Pacva 8 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A-3CAR/RD 2978-3C D GABLE 1 1 Job Reference (optional) The Truss Co./ n-County I russ, Sumner WA / tugene UK / eunington WA, TSE 7.350 s Jul 31 2012 MiTek Industries, Inc. Fri Aug 02 14:17:44 2013 Page 1 IDApA10W RFeuflcbe00WECxzDE17-eD5EQnd_7ZOicxLV81Q3fUJvzoUU74W8EBNw6yrgg5 -1-0-0 6-0-0 12-0-0 13-0-0 ' 6-0.0 6-0-0 1 1-0-0 4x4 = 18 17 16 15 14 13 12 3x4 = 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 3x4 = Scale = 1:26.5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(ILL) -0.00 11 n/r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 11 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 10 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 46 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS All bearings 12-0-0. (lb) - Max Horz2=-42(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 FORCES (Ib) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection, in accordance with Stabilizer Installation uide. NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 11Omph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPl 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSc0. INC. Page 9 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A-3CAR/RD 2978-3C E GABLE 1 1 Job Referenda (optional) I ne I russ uo./ I n-uounty I cuss, Jumner vvA / tugene UR / uunington WA, I St Run: 73.350 s 5 Jul 31 2012 Print 7.350 s Jul 31 2012 MITek Industries, Inc. Fri Aug 02 14:31:51 2013 Page 1 I D:kpA 10W—RFeuf)cbe00 WECxzDE 17-LAnRBSBb WM HgpnB8cXS2uH3?DPpXR93BwWsj7Wyrgcs r1-0-OI 10-M 14-0-0 10-M 4-0-0 1 20-0-06.0.0 21 1-0-0-0 -0 �1-0.0 6.00 12 1.5x4 8 14 5x5 = 1.5x4 II 7 1-15 17 6 19 1.5 1.5 1.5x4 II 2x x4 II 5 16 1 1.5x4 II q 3x61 11131 2 3 1 2 s 5= 20 21�Y 3x4 = 1.5x4 11 1.5x4 11 5x5 i:�- 3x4 28 27 26 25 24 1.5x4 I I 1.5x4 I I 1.5x4 11 3.00 12 Scale=1:59.1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.04 20-22 -999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.11 20-22 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.04 20 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 95 lb FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T2: 2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 HF No.2 10-M oc bracing: 22-23,20-22. WEBS 2x4 HF Stud JOINTS 1 Brace at Jt(s): 13 OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings 8-5.8 except (jt=length) 20=0-5-8. (lb) - Max Horz2=-66(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 23, 25, 26, 27, 28 except 24=-117(LC 22) Max Grav All reactions 250 lb or less at joint(s) 2, 24, 25, 26, 27, 28 except 20=437(LC 2), 23=856(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-84/292, 3-4=-56/279, 4-5=-37/282, 5-6=-16/282, 6-7=0/280, 7-8=0/305, 8-10=0/265, 14-15=0/297, 15-17=0/284,17-19=-7/262,19-20=-689/38, 9-23=-1071/92, 9-1 1=-977/105. 11-13=-895/104, 13-16=-816/104, 16-18=-805/92, 18-19=-788/85 BOT CHORD 22-23=0/541, 20-22=0/564 WEBS 19-22=0/350 NOTES (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 20, 23, 25, 26, 27, 28 except Qt=lb) 24=117. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek:connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUS t0l.INC. Paaes10 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A-3CAR/RD 2978-3C E1 Scissor Truss 1 1 Job Reference o tional i ne i russ v— i n-vvumy i russ, Jumner vvA i augene vm i 6uningion VVA, I Dr t-iou s JUI 31 zui z mi I eK moustnes, me. HI Aug W 14:1 /:4ti Zu13 rage 1 ID:kpA10W RFeufjcbe00WECxzDE17-bcD?rWzZWkgjxw5kcZou84ZYgnKgyuppcYgU_?yrgg3 -1-ao 5-4-11 10-0-0 14-0.0 14-8-t 20-0-0 21-0-0 1-10 l 5-4-11 I 4-7-5 4-0-0 10-8-ir 5-3-15 1-0-0 5x5 = 3x5 e� 5x5 = 3x6 3.00 F12 Scale=1:41.0 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012ITP12007 CSI TC 0.55 BC 0.61 WB 0.58 (Matrix) DEFL in Vert(LL) -0.18 Vert(TL) -0.40 Horz(TL) 0.15 (loc) I/deft Ud 2-9 >999 360 2-9 >581 240 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 71 lb FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MITel recommends that Stabilizers and required cross bracing be installed uri dn truss eredion in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=725/0-5-8 (min. 0-1-8), 6=72510-5-8 (min. 0-1-8) Max Horz2=-66(LC 9) Max Uplift2=-75(LC 8), 6=-75(LC 9) Max Grav2=863(LC 2), 6=863(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1312/117, 3-4=-1035/87, 4-5=-2264/185, 5-6=-2320/107 BOT CHORD 2-9=-110/1116, 8-9=-14/852, 6-8=-38/2037 WEBS 3-9=-347/123, 4-8=-128/1550, 5-8=-297/133 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 11Omph; TCDL=4.8psf, BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. ;For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. Paqe 11 of 27 Job Truss Truss Type Oty Ply SOUNDBUILTNW/2978A-3CAR/RD 2978-3C E2 SCISSOR TRUSS 1 1 Job Reference (optional) I ne I russ uo./ I n-uOunty I russ, bumner vvA / tugene VK / ttunington WA, I tit 7.350 s Jul 31 2012 MiTek Industries, Inc. Fri Aug 02 14:17:47 2013 Page 1 ID:kpA10W RFeufjcbe00WECxzDE17-3onN2szBH2yaZ4gwAGJ7g1614BfNhLsyrCO2WRyrgg2 I 5-4-11 10-M I 14-0-0 I14t, 20-0-0 5-4.11 4-7-5 4-0.0 0.&1 5-3-15 5x5 = 3.00 12 0 v Scale = 1:39.7 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC20121TPI2007 CSI TC 0.58 SC 0.65 WB 0.60 (Matrix) DEFL in Vert(LL) -0.18 Vert(TL) -0.41 Horz(TL) 0.15 (loc) I/deft Ud 1-7 >999 360 1-7 >572 240 5 n/a n/a PLATES GRIP MT20 1851148 Weight: 68 lb FT = 16 % LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=66010-5-8 (min.0-1-8), 5=660/0-5-8 (min. 0-1-8) Max Horz 1=-62(LC 9) Max Upliftl=-58(LC 8), 5=-58(LC 9) Max Gravl=782(LC 2), 5=782(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1331/121, 2-3=-1050/90, 3-4=-2305/202, 4-5=-2358/124 BOT CHORD 1-7=-119/1135, 6-7=-21/863, 5-6=-65/2075 WEBS 2-7=-356/126, 3-6=-145/1583, 4-6=-303/134 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 11Omph; TCDL=4.8psf; BCDL=4.2psf; h=25ft, Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing atjoint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 1 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSco. INC. Pana.19 of 97 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A-3CAR/RD 2978-3C E3 SCISSOR TRUSS 3 1 'I Job Reference (optional) I ne I russ co./ I n-t ounty I Nss, Sumner vvA / tugene VK / nunington WA, I bt 7.350 s Jul 31 2012 MiTek Industnes, Inc. Fri Aug 02 14:17:47 2013 Page 1 ID:kpA10W RFeuffcbe00WECxzDE17-3onN2szBH2yaZ4gwAGJ7gl6jXBgjhLAyrCQ2WRyrgg2 5-3-3 9-10-8 13-10.8 14t4 19-7-8 5-3-3 4-7-5 4-0.0 10.&1 5-0-15 5x5 = 3x5 i�'- 5x5 = 3x6 3.00 FIT Scale=1:39.5 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CS1 TC 0.55 BC 0.63 WB 0.58 (Matrix) DEFL in Vert(LL) -0.17 Vert(TL) -0.40 Horz(TL) 0.14 (loc) I/deft Ud 1-7 >999 360 1-7 >587 240 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 67 lb FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=653/0-4-0 (min. 0-1-8), 5=653/Mechanical Max Herz 1=-61(LC 9) Max Upliftl=-57(LC 8), 5=-57(LC 9) Max Gravl=774(LC 2), 5=774(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1307/120, 2-3=-1031/89, 3-4=-2244/198, 4-5=-2302/120 BOT CHORD 1-7=-118/1112, 6-7=-21/847, 5-6=-62/2020 WEBS 2-7=-348/125, 3-6=-141/1532, 4-6=-289/131 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 11Omph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI I. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,, quality control, storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. A I theTRUSSCo. INC. Paae 13 of 27 Job Truss Truss Type pry Ply 2978-3C E4 HOWE 1 TSOUNDBUILTNW/2978A-3CAR/RD Reference (optional) I ne i russ uo.r I n-�,ounry I russ, aumner vvv i tugene vK i buningron vvA, i at /.30u s Jul 31 2U12 Mi I eK Industries, Inc. Fin Aug 02 14:17:48 2013 Page 1 I D: kpA 10W_RFeufjcbe00 WECxzDE 17-X_LI GC_p2M4RAEF6k_gMDVeoRaxbQnx63s9b3tyrgq 1 12 _ 9-10-8 14-5-4 19-7-8 5-3-12 4-6-12 T - 22 1 5-2.4 5x6 11 4x10 � MUS26 MUS26 3x7 11 Sx8 3x7 I I MUS26 MUS26 MUS26 MUS26 4x10 = MUS26 MUS26 MUS26 Scale = 1:42.1 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI TC 0.93 BC 0.91 WB 0.67 (Matrix) DEFL in Vert(LL) -0.19 Vert(TQ -0.36 Horz(TL) 0.09 (loc) I/defl Ud 6-7 >999 360 6-7 >650 240 5 n/a Na PLATES GRIP MT20 185/148 Weight: 181 lb FT = 16 % LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2.5-10 oc purlins. SOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* W3: 2x4 HF No.2 WEDGE Right: 2x4 HF Stud REACTIONS (lb/size) 1=5856/0-4-0 (min. 0-3-5), 5=5748/Mechanical Max Herz 1=59(LC 12) Max Upliftl=-393(LC 8), 5=-393(LC 9) Max Gravl=6225(LC 2), 5=6173(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-10976/692, 2-3=-7549/497, 3-4=-7549/497, 4-5=-10964/694 BOT CHORD 1-9=-627/9697, 9-10=-627/9697, 8-10=-627/9697, 8-11=-627/9697, 11-12=-627/9697, 7-12=-627/9697, 7-13=-570/9677, 13-14=-570/9677, 6-14=-570/9677, 6-15=-570/9677, 15-16=-570/9677, 5-16=-570/9677 WEBS 2-8=-15213105, 3-7=-382/6394, 4-6=-155/3107, 2-7=-3502/292, 4-7=-3480/294 NOTES (13) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; 11Omph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B. enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 1=393, 5=393. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Use Simpson Strong -Tie MUS26 (6-1 Old Girder, 6-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 17-11-4 to connect truss(es) G1 (1 ply 2x4 HF) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-14, 1-3=-53, 3-5=-54 Continued on page 2 ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional, permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA the CO. INC. Paw 14 of 27 Job Truss Truss Type Qty Fly SOUNDBUILT NW/2978A-3CAR/RD 2978-3C E4 HOWE 1 2 Job Reference (optional) i uc 11- u- 1 n- -Ity i iu s, JUIIII - V-1 -Yy - - / DUI III lymn V-, I JC /.3ov s JUI J I ZU I L MI I eK Incusuies, Inc. rn Aug UZ 14:1 /:4C ZU14 rage 2 ID:kpA10W RFeufjcbe00WECxzDE17-X_LIGC_p2M4RAEF6k_gMDVeoRaxbOnx63s9b3tyrggl LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-1153(F) 9=-1153(F) 10=-1153(F) 11=-1153(F) 12=-1153(F) 13=-1153(F) 14=-1153(F) 15=-1112(F) 16=-1112(F) WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onof io Drive, Madison, WI 53719 IQ A 8/04/13 Digitally signed by: Terry L. Powell, P.E. ZA theTRUS ;CO. INC. Page 15 of 27 Job Truss Truss Type Oty Ply SOUNDBUILTNW/2978A-3CAR/RD 2978-3C F GABLE 1 1 Job Reference (optional) he Truss Go./ Tn-Gounty Truss, Sumner WA / Eugene OR / Burlington WA, TSE 7.350 s Jul 31 2012 MiTek Industnes, Inc. Fri Aug 02 14:17:49 2013 Page 1 I D: kpA 1 OW—RFeufjcbe00 WECxzDE 17-?Au7TY?RpfC I oOpJHhLbmjBAR_VC905F I Wv8bKyrggO 1-0.0 7-0-0 14-0-0 i5-0-0 F 1 0.0 7-0-0 7-0-0 NUN` ' 3x4 = 1.5x4 II 1.5x4 II 7 8 3x4 = 21 20 19 18 17 16 15 14 3x4 = 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 II 1.5x4 11 Scale: 3/8"=l' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1,15 TC 0.08 Vert(LL) 0.00 13 n/r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 13 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 7.0 Code IRC2012fTP12007 (Matrix) Weight: 58 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS All bearings 14-0-0. (lb) - Max Horz2=48(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 19, 20, 21, 16, 15, 14 Max Grav All reactions 250 lb or less atjoint(s) 2, 12, 18, 17, 19, 20, 21, 16, 15, 14 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 11Omph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 19, 20, 21, 16, 15, 14. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is, for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. Panp•1R of 97 Job Truss Truss Type Oty Ply SOUNDBUILTNW/2978A-3CAR/RD 2978-3C F1 Common Truss 1 1 Job Reference (optional) I ne i russ co.i I rn-county I russ, z umner vvA / tugene VK / uunington vvA, 19t 1.3bu s Jul 31 201 z MI I eK Industnes, Inc. Fn Aug 02 14:17:49 2013 Pagel IDApA10W RFeuf)cbe00WECxzDE17-?Au7TY?RpfCloOpJHhLbmjBy?—Pt9N6FIWv8bKyrggO 1 7-0-0 14-0-0 is-0-0 7-0-0 ' 7-0-0 44 = 3x4 = 1.5x4 11 3x4 = LOADING(psf) SPACING 2-% CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.06 1-5 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.13 1-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 3 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 41 lb FT = 16% LUMBER TOP CHORD 2x4 DF No.1&Btr *Except` T2: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (lb/size) 1=45410-5-8 (min. 0-1-8), 3=526/0-5-8 (min. 0-1-8) Max Horzl=-53(LC 9) Max Upliftl=-40(LC 8). 3=-58(LC 9) Max Gravl=538(LC 2), 3=626(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-683/34, 2-3=-686/35 BOT CHORD 1-5=0/532, 3-5=0/532 WEBS 2-5=0/286 Scale = 1:29.1 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection, in accordance with Stabilizer Installation guide. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf, BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB 89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onof io Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. i theTRt$S CO. INC. Pane 17 of 97 Job Truss Truss Type City OUNDBUILTNW/2978A-3CAR/RD 2978-3C F2 GIRDER 1 7772Tjob Reference (optional) M 1 luau t — III-wurlry I [UJJ, OUIT] I— VVA / Cugene UM / DurlingWn VVA, I oc t-im s JUI 31 2U12 MI I eK Inaustnes, inc. hn Aug U2 14:1 /:W 2U13 Page 1 ID:kpA10W RFeufjcbe00WECxzDE17-TNSWhuO3azK9QXOVrPsglwkD90erugtPXAei7myrgq e 3-7-0-0 10-0-12 14-0-0 3-11-4 3-0-12 1; 3-0-12 3-11-4 5x6 11 5x10 G I mU2O 3x7 11 I MUM 8x8 = I nu23 3x7 11 1 Hu26 5x10 THD26 THD26 3-11-0 7-0-0 10-0-12 14-0-0 Scale = 1:30.2 Plate Offsets (X,Y):[1:04-6,0-2-81,[2:0-1-0,0-1-81,[4:0-1-0,0-1-8] [5:0-4-6 0-2-8] [6:0-4-12 0-1-8] [7:0-4-0 0-4-8] [8:0-4-12 0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.12 7-8 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 SC 0.86 Vert(TL) -0.23 7-8 >712 240 SCLL 0.0 • Rep Stress Incr NO WB 0.64 Horz(TL) 0.05 5 n/a n/a BCDL 7.0 CodeIRC2012/TP12007 (Matrix) Weight: 126lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x6 OF SS BOT CHORD WEBS 2x4 HF Stud *Except* W3: 2x4 HF No.2 REACTIONS (lb/size) 1=4740/0-5-8 (min. 0-3-0), 5=4782/0-5-8 (min. 0-3-0) Max Horc1=41(LC 8) Max Upliftl=-464(LC 8), 5=-478(LC 9) Max Gravl=5569(LC 2), 5=5667(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9960/831, 2-3=-7119/614, 3-4=-7118/614, 4-5=-10073/846 BOT CHORD 1-9=-748/8795, 8-9=-748/8795, 8-10=-748/8795, 7-10=-748/8795, 7-1 1=-720/8895, 6-1 1=-720/8895, 6-12=-720/8895,5-12=-720/8895 WEBS 3-7=-512/6110, 4-7=-3032/307, 4-6=-215/2880, 2-7=-2913/290, 2-8=-2012753 Structural wood sheathing directly applied or 3-3-13 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (12) 1) 2-ply truss to be connected together with 10d (0.131 NW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; 11Omph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 1=464, 5=478. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 11-11-4 to connect truss(es) G5 (1 ply 2x4 DF) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-53, 3-5=-53, 1-5=-14 Concentrated Loads (lb) Vert: 6=-1456(F) 8=-1456(F) 9=-1329(F) 10=-1456(F) 11=-1456(F) 12=-1456(F) ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is foraateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 If qs. 19959 9 1VAL Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC. Pane•18 of 27 Job Truss Truss Type Oty Ply SOUNDBUILT NW/2978A-3CAR/RD 2978-3C G GABLE 2 1 Job Reference (optional) 1-11-1 1I11-uullly I I Ull, QUIIII -VY IC YgO -I DUI III 6YWI1V , IJC I.- J oul J 17 I L'"' ex"lull'-, eIG. r❑Aug uL IY.I/.OL 1wW rage ) ID:kpA1OWRFeuf)cbe00WECxzDE17-PlaG5a1K6aatfrYuzgv[NLphuCWFMjth_U7oBfyrgpz LO 193-0 38-6-0 -0- 19-3-0 19-3-0 5x5 = 6.00F1-2 15 16 17 to 3x5 = 58 57 56 55 54 53 52 51 50 49 48 47 46 4544 43 42 41 40 39 38 37 36 35 34 33 32 31 3x5 = 3x6 = Scale = 1:75.7 38-0-0 Plate Offsets (X,Y): [8:0-2-8,0-3-01, [24:0-2-8,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 n/r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 30 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 252lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud *Except* WEBS 1 Row at midpt 1644, 15-46, 14-47, 17-43, 18-42 ST1 4,ST1 3,ST1 2,ST1 1: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection, in accordance with Stabilizer Installation quide. REACTIONS All bearings 38-6-0. (lb) - Max Horz2=126(LC 8) Max Uplift All uplift 100lb or less at joint(s) 2, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 Max Grav All reactions 250 lb or less at joint(s) 2, 44, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 43, 42, 30, 41, 40, 39, 38, 37. 36, 35, 34, 33, 32, 31 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 11Omph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57 , 58, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC. Panes 1 q of 97 Job Truss Truss Type Qty Ply SOUNDBUILTNW/2978A-3CAR/RD 2978-3C G1 MOD. QUEEN 7 1 Job Reference (optional) I ne I IU55 t — I n-wwny 1 russ, JU11111e1 V— r Cuyene Ur[ i Dunmgcon VVA, I or /.3bu s 0ul 31 2u1 z MI I eK mOuStnes, Inc. M Aug 02 14:1 /:b3 2013 Page 1 I D:kpA10 W—RFeufjcbe00 WECxzDE 17-uy8eJw2ytuikH?74WXQXwZLkUbhZ5zMrD8tMj5yrgpy 13-0-2 I 19-30 25-5-14 1 32V 30-10-8 ziios-2--a + s z-tasa 4x4 = 6.00 12 3x4 = 4x7 = 4x4 = 1.5x4 11 3x8 = Scale = 1:76.4 9-10-12 9-10-12 19J-0 944 20-74 944 30.169 2-2-12 -8 Plate Offsets (X,Y): [2:0-3-8,0-1-151, [6:0-2-0 0-2-4] [8:0-2-00-1-8] [10:0-2-4 0-1-4] [11:0-1-12 0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.25 12-14 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.51 2-14 >712 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.08 10 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 140lb FT= 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud 'Except' 6-0-0 oc bracing: 10-11. W3,W4: 2x4 HF No.2 WEBS 1 Row at midpt 5-12, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1178/0-5-8 (min. 0-2-2), 1 0=1 167/Mechanical Max Horz2=167(LC 7) Max Uplift2=-120(LC 8), 10=-66(LC 9) Max Grav2=1301(LC 2), 10=1219(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2201/200, 3-4=-1896/161, 4-5=-1727/186, 5-6=-1130/138, 6-7=-1130/155, 7-8=-585/67, 8-10=-1235/44 BOT CHORD 2-14=-242/1874,14-15=-130/1408,15-16=-130/1408,13-16=-130/1408,12-13=-130/1408,12-17=-64/828, 17-18=-64/828, 11-18=-64/828 WEBS 3-14=-383/145, 5-14=-29/483, 5-12=-718/177,6-12=-52/585,7-11=-836/89,8-11=-4/1003 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf, BCDL=4.2psf; h=25ft; Cat. 11, Exp B; endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 Ito uplift at joint(s) 10 except (1t=lb) 2=120. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 O 19969 if'�►j CIS7"ER�r?~ �NALti 4r7 IP 8/04/12 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. of 27 2978-3C IG2 SCISSORS ann79- ID:kpA1 44 = 3.00 12 5x9 = 4x4 = 2x4 11 1N Scale = 1:72.2 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumberincrease 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.61 BC 0.77 WS 0.84 (Matrix) DEFL in (loc) I/deft Lid Vert(LL) -0.36 10-11 >999 360 Vert(TL) -0.79 10-11 >465 240 Horz(TL) 0.24 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 145 lb FT = 16% LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins, except end verticals. T3: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 DF 240OF 2.OE *Except* 6-0-0 oc bracing: 9-10. 133: 2x4 HF No.2 WEBS 1 Row at midpt 5-11, 7-11 WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing be installed W3,W4,W5: 2x4 HF No.2 durin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1122/0-5-8 (min. 0-1-8), 9=1126/Mechanical Max Horz2=167(LC 5) Max Uplift2=-120(LC 8), 9=-68(LC 9) Max Grav2=1303(LC 2), 9=1218(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3942/408, 3-4=-3646/379,4-5=-3498/400, 5-6=-1257/163,6-7=-1133/166, 7-8=-715/66, 8-9=-1242/45 BOT CHORD 2-12=-442/3513, 11-12=-171/1739, 11-13=-62/838, 13-14=-62/838, 10-14=-62/838 WEBS 3-12=-321/138, 5-12=-252/2226, 5-11=-1149/228, 6-11=-68/610, 7-10=-718/101, 8-10=-1/998 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed, MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Qt=lb) 2=120. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSLrrPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. i theTRUSS 70. INC. Paae 21 of 27 Job Truss Truss Type Oty Ply SOUNDBUILTNW/2978A-3CAR/RD 2978-3C G3 Special Truss 1 2 Job Reference (optional) I ne I fuss to./ I n-uounry I runs, Sumner vvAi tugere uN / bunington VVA, I Jt /.3bU s Jul 31 YU1 Z MI I eK Inaustnes, Inc. Fn Aug 02 14:17:55 2013 Pagel ID:kpA1OWRFeuf)cbe00WECxzDE17-gKGPkb4CPVySWJHTeyS??_R?gPKcZuTBgSMTozyrgpw - I 1I 19-3.0 25-1-I 311 3-112 1b 5.11.10� 348--26--0 0. 7775 3- 5x5 = 6.00 12 4x9 ; 1b 10 15 I4 13 -Ie 12 ZU 8x10 —_ 6x8 MT18H= JUS26 3x7 II 5x10 MT18H-- 3.00 12 6x6 = 5x12 MT18H 11 LUS28 THDH28-2 JUS26 Scale = 1:91.6 LOADING(psq SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.46 16-17 >982 360 MT20 1851148 TCDL 8.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.89 16-17 >511 240 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(TL) 0.41 11 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 434lb FT= 16% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 HF 165OF 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 132: 2x6 HF No.2, 133: 2x8 DF No.2, B4: 2x8 DF SS WEBS 1 Row at midpt 7-16, 9-15 WEBS 2x4 HF No.2 *Except* W1,W6,W9,W10:2x4 HF Stud REACTIONS (lb/size) 2=267310-5-8 (min. 0-2-6), 11=7704/0-5-8 (min. 0-4-9) Max Horz2=129(LC 8) Max Uplift2=-226(LC 8), 11=-612(LC 9) Max Grav2=3009(LC 2), 11=8555(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11092/848, 3-4=-10820/815, 4-5=-10746/837, 5.6=-5067/401, 6-7=-4262/361, 7-8=-8213/590, 8-9=-8289/569,9-10=-15817/1107,10-11=-17086/1208 BOT CHORD 2-17=-837/10057,16-17=-411/5825,16-18=-39617345,15-18=-396/7346,14-15=-910/14136, 13-14=-910/14136, 13-19=-1043/15231, 12-19=-1043/15231, 12-20=-1043/15231, 11-20=-1043/15231 WEBS 5-17=-459/5684,5-16=-2264/292,6-16=-269/3792,7-16=4777/429,7-15=-279/4489,9-15=-7983/626, 9-13=477/7256, 10-13=-1304/155, 10-12=-100/1088 NOTES (16) 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 9-13 2x4 - 2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; 11Omph; TCDL=4.8psf; BCDL=4.2psf, h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=226, 11=612. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Use USP THDH28-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 31-0-0 from the left end to connect truss(es) E4 (2 ply 2x6 DF) to back face of bottom chord. 13) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 32-0-12 from the left end to 34-6-12 to connect truss(es) E3 (1 ply 2x4 HF) to back face of bottom chord. 14) Use Simpson Strong -Tie LUS28 (6-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 36-6-12 from the left end to connect truss(es) E3 (1 ply 2x4 HF) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) All dimensions given in feet -inches -sixteenths (FRISS) format. Continued on page 2 LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRt$SSCO. INC. Paae 92 & 27 Job Truss Truss Type Oty Ply SOUNDBUILTNW/2978A-3CAR/RD 2978-3C G3 Special Truss 1 2 Job Reference (optional) lie i,uss U0.1 I11-1 uurny I toss, ourriner vvmi cugene UK / CUningion vvA, 10c LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-53, 6-11=-53, 2-17=-14, 16-17=-14, 16-18=-14, 15-18=-44, 11-15=-14 Concentrated Loads (lb) Vert: 13=-5734(B) 12=-639(B) 19=-639(B) 20=-639(B) /.:SOU s Jul 41 LUl L mi I eK Ineustnes, mc. t-n Aug U2 14:1 /:5b ZU13 Page 2 ID:kpA10W RFeufjcbe00WECxzDE17-gKGPkb4CPVySWJHTeyS??_R?gPKcZuT8gSMTozyrgpw ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA theTRUS$CO. INC. Paae 23 of 27 Job Truss Truss Type Qty Ply SOUNDBUILTNW/2978A-3CAR/RD 2978-3C G4 Special Truss 2 1 Job Reference (optional) I ne i russ vo./ i n-vounty i runs, JUmner vvA / tugene uK / tsunington VVA, I bt t.3CU s Jul 31 zuiz MI I eK Inaustnes, Inc. Fn Aug OY 14:1 /:55 2013 Pagel ID:kpA10W—RFeuf)cbe00WECxzDE17-gKGPkb4CPVySWJHTeyS??—R1 rPPEZurBgSMTozyrgpw 1-0- 7-7-3 13-0-10 19-3-0 24-1-12 28-10-0 33-5-49-6- -0- 7-7-3 5.5-7 6-2-6 4-10-12 4-8-4 4-7-0 5x5 = 6.00 Fl2 21N 3.00 F,2 5x8 = 3x4 = 5x10 MT18H= Scale = 1:76.2 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC20121TP,2007 CSI TC 0.79 BC 0.59 WB 0.85 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.43 16-17 >999 360 Vert(TL) -0.94 16-17 >486 240 Horz(TL) 0.55 11 Na n/a PLATES GRIP MT20 1851148 MT18H 185/148 Weight: 178 lb FT = 16% LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE *Except' TOP CHORD Structural wood sheathing directly applied or 1-11-13 oc purlins. T334: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF 2400F 2.OE *Except* WEBS 1 Row at midpt 5-16, 7-16, 10-14 63: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 HF Stud 'Except' Burin truss erection in accordance with Stabilizer Installation guide. W2,W3,W4,W5: 2x4 HF No.2 REACTIONS (lb/size) 2=1388/0-5-8 (min. 0-1-8), 11=1404/0-5-8 (min. 0-1.8) Max Horz2=121(LC 12) Max Uplift2=-130(LC 8), 11=-130(LC 9) Max Grav2=1603(LC 2), 11=1603(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5150/432, 3-4=-4861/402,4-5=-4713/423, 5-6=-1914/186,6-7=-1642/186, 7-8=-2179/184, 8-9=-2432/200,9-10=-2544/189,10-11=-5156/327 BOT CHORD 2-17=-448/4612, 16-17=-177/2463, 16-18=-22/1886, 15-18=-22/1886, 14-15=-54/2229, 13-14=-243/4597, 11-13=-245/4601 WEBS 3-17=-302/138, 5-17=-252/2795, 5-16=-1358/229, 6-16=-91/1184, 7-16=-726/146, 7-15=-30/474, 8-15=-507/113,10-14=-2546/204,10-13=-78/2263 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=130, 11=130. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! —VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB49 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 1 1.9969 �01V p Digitally signed by: Terry L. Powell, P.E. AA theTRiTSSco. INC. Paae 24 of 27 Job Truss Truss Type City Ply SOUNDBUILT NW/2978A-3CAR/RD 2978-3C GS SPECIAL TRUSS 2 1 Job Reference (optional) I ne I russ l;o.r I n-uounry I russ, Sumner vvA r tugene um t bumngton WA, I bt L350 a Jul 31 2012 MI I eK Industnes, Inc. Fn Aug 02 14:17:56 2013 Pagel IDApA1OWRFeuf)cbe00WECxzDE17-IXgnxx4g9p4J8SsfCfzEYBzBQpIRILTHv650KQyrqpv 1-0.0 7-7-3 t3-0-10 19-3-0 24-1-12 28-70.0 33-5-4 38-6-0 -0. 7-7-3 5-5-7 6-2.6 4-10-12 48-4 4-7-4 5-0.12 5x5 = 6.00 12 3.00 12 5x8 = 3x4 = 5x10 MT18H= Scale = 1:76.0 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.44 15-16 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.96 15-16 >476 240 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.57 11 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 176lb FT=16% LUMBER BRACING TOP CHORD 2x4 DF 240OF 2.0E *Except* TOP CHORD Structural wood sheathing directly applied or 1-9-2 oc purlins. T334: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF 240OF 2.OE *Except* WEBS 1 Row at midpt 5-15, 7-15, 10-13 133: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 HF Stud *Except' durin truss erection in accordance with Stabilizer Installation guide. W2,W3,W4,W5: 2x4 HF No.2 REACTIONS (lb/size) 2=1395/0-5-8 (min. 0-1-9), 11=1343/Mechanical Max Horz2=126(LC 12) Max Uplift2=-130(LC 8), 11=-113(LC 9) Max Grav2=161 l (LC 2), 11=1527(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5182/437, 3-4=-4893/407, 4-5=A745/428, 5-6=-1931/186, 6-7=-1656/186, 7-8=-2208/187, 8-9=-2536/205, 9-1 0=-2611/195, 10-11 =-5353/357 BOT CHORD 2-16=-457/4642, 15-16=-182/2482, 15-17=-27/1913, 14-17=-27/1913, 13-14=-67/2275, 12-13=-281/4796, 11-12=-284/4801 WEBS 3-16=-302/138, 5-16=-257/2810, 5-15=-1363/230,6-15=-91/1199,7-15=-743/148,7-14=-32/492, 8-14=-535/116, 8-13=-12/251, 10-13=-2713/231,10-12=-98/2369 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph, TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=130, 11=113. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based orily upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. the TRUS t0.INC. LT 25 of 27 2978-3C I G6 Special Truss ID:kpA1 3x6 = Scale=1:76.4 6.00 F1-2 4x5 7 4x5 4x7 o� 19 10 17 16 15 tx12 M116H= 4x10 zz 5x8 = 2x4 I I 2x4 4x9 = 4x9 = 6x10 MT18H= 3.00 12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.48 16-17 >956 360 MT20 1851148 TCDL 8.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.89 16-17 >517 240 MIT18H 185/148 BCLL 0.0 ` Rep Stress Incr NO WB 0.74 Horz(TL) 0.33 13 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 205 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2'Except' T3: 2x4 DF No.1&Btr BOT CHORD 2x4 DF 240OF 2.OE *Except* B1: 2x6 HF No.2, 133: 2x4 HF No.2, 82: 2x6 HF 165OF 1.5E WEBS 2x4 HF Stud *Except* W4,W10: 2x4 HF No.2 REACTIONS (lb/size) 2=1539/0-5-8 (min. 0-3-0), 13=1470/Mechanical Max Horz2=126(LC 12) Max Uplift2=-157(LC 8), 13=-140(LC 9) Max Grav2=1828(LC 2), 13=1742(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 12-15 t4MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3366/270, 3-4=-2841/200, 4-5=-2737/225, 5-6=-2798/314, 8-9=-2791/308, 9-10=-2807/232, 10-1 1=-2979/265,11-12=-3091/255, 12-13=-6178/459 BOT CHORD 2-19=-287/2905, 18-19=-287/2905, 17-18=-287/2905, 16-17=-90/2057, 15-16=-119/2725, 14-15=-372/5533,13-14=-376/5549 WEBS 3-17=-594/155, 5-17=-456/166,6-17=-174/1117, 8-16=-166/1120, 9-16=-379/137, 10-16=-483/133, 12-15=-3022/272,12-14=-13712682,6-8=-1928/213 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11, Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 _ 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=157, 13=140. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-53, 7-13=-53, 2-17=-14, 16-17=-48, 15-16=-14, 14-15=-14, 13-14=-14 ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 O `Wl "OW, t94b9 � Falk ve SjoivaU" Digitally signed by: Terry L. Powell, P.E. AA #heTRUSSCO. INC. Paae 16 of 27 Job Truss Truss Type Qty Ply SOUNDBUILTNW/2978A-3CAR/RD 2978-3C H Common Truss 1 1 Job Reference (optional) The Truss Cod Td-County, Truss, Sumner WA / Eugene OR / Burlington WA, TSE 7.350 s Jul 31 2012 MiTek Industries, Inc. Fri Aug 02 14:17:58 2013 Page 1 fjcbe00W ID:kpA10W_RFeuECxzDE17-EvxXMd65hQK1 Nm01 J4?idc3ixcaFmRiaMQa701yrgpt 11-3-12 22-7.8 23-7-8 1-0-0' 11-3-12 11-3-12 11-0.0 44 = 3x4 = 23 22 21 20 19 18 17 16 15 14 3x4 = 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 3x4 =1 5x4 11 1.5x4 11 1.5x4 11 1.5x4 II Scale = 1:49.7 LOADING(psf) SPACING 21% CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) 0.00 13 n/r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.01 13 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 12 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 93 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTuriek recommends that Stabilizers and required cross bracing be installed dn truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 22-7-8. (Ib) - Max Horz2=74(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 2, 20, 21, 22, 23, 18, 16, 15, 14, 12 Max Grav All reactions 250 lb or less atjoint(s) 2, 19, 20, 21, 22, 18, 16, 15, 12 except 23=250(LC 21), 14=250(LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the trussl only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 20, 21, 22, 23, 18, 16, 15, 14, 12. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design iis based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA theTRUS t0t.INC. 27 of 27 2978-3C I1-11 Common Truss IDApA 4x4 = Scale=1:45.7 3x5 = 3x4 = 3x4 = 3x4 = 3x5 = LOADING(psf) SPACING 2-0-0 CS' DEFL in (loc)/defi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.16 6-10 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.30 5-10 >888 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.05 6 Na n/a BCDL 7.0 Code IRC2012/rp,2007 (Matrix) Weight: 82 lb FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be intalled durin truss erection in accordance with Stabilizer Installation guides REACTIONS (lb/size) 2=853/0-3-8 (min. 0-1-10), 6=853/0-3-8 (min. 0-1-10) Max Horz2=74(LC 8) Max Uplift2=-82(LC 8), 6=-82(LC 9) Max Grav2=969(LC 2), 6=969(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1580/116, 3-4=-1424/146, 4-5=-1424/146, 5-6=-1580/116 BOT CHORD 2-10=-115/1333, 10-11=-15/876, 11-12=-15/876, 9-12=-15/876, 8-9=-15/876, 6-8=-41/1333 WEBS 4-8=-76/558, 5-8=-358/137, 4-10=-75/558, 3-10=-358/137 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph, TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed, MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. �:heTRUSSCO. INC. f 4. ROOF PITCH = 6/12 CEILING PITCH = 3/12 OVERHANG = V-0" An nn nn ROOF TRUSS LAYOUT DESIGN LOADING (25-8-7) PSF @ 24" O.C. WIND 85 MPH EXPOSURE "B" ALL DIMENSIONS ARE IN: Feet -Inches -Sixteenths (FF-II-SS) TRIANGLE DENOTES LEFT END OF STAMPED TRUSS DRAWINGS v City of Tukwila Department of Community Development September 14, 2015 MEGAN PARSONS PO BOX 73790 PUYALLUP, WA 98373 RE: Correction Letter # 2 COMBOSFR Permit Application Number D15-0125 FOSTER LANE - LOT 4 - 14414 44 LN S Dear MEGAN PARSONS, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Engineers stamp and signature on the calculations and engineers plan sheets are copies. Provide engineers calculations and engineers plan "S" sheets with wet stamp and wet signature on each plan sheet and the front sheet of each set of calculations (2). (See general note above) Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 433-7165. Sincerely, Rachelle Ripley Permit Technician File No. D15-0125 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director June 24, 2015 MEGAN PARSONS PO BOX 73790 PUYALLUP, WA 98373 RE: Correction Letter # i COMBOSFR Permit Application Number D15-0125 FOSTER LANE - LOT 4 - 14414 44 LN S Dear MEGAN PARSONS, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Provide benchmark elevation markers for the site and show finish floor elevation (FFE) in relation to benchmark elevations. This is to verify height of the lot shall be graded to drain surface water away from foundation. The grade shall fall a minimum of 6 inches within the first 10 feet. (IRC R401.3) 2. The site plan does not show a designed footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotechnical engineers report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 3. Revise labeled elevations to be identified as North, East, South and West. 4. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IMC 304.6) 5. Please provide a Geotechnical soils analysis report of the site by a registered geotechnical engineer. Evaluation shall include load -bearing values of site soils for footings and provide recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • Minimum roof pitch is 5:12. Roof line must be corrected to construct to this minimum. 6300 Southcenter Boulevard Suite #100 9 Tukwila Washineton 98188 9 Phone 206-431-3670 9 Fax 206-431-3665 PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. 1) A transportation Impact fee applies to this Building Permit 9see PW bulletin A-3 enclosed. Transportation Impact fee for a single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. 2) Footprint of the house shall be moved minimum 2 feet to the south to avoid parked vehicle(s) in front of the garage overhanging into the existing sidewalk. 3) Lot 3 of Foster short Plat requires the erosion control and site utility plan be prepared by a licensed professional engineer. The site plan shall be the same size as the house plans. The 8.5" x I I" submitted site plan prepared by Soundbuilt Homes, Inc. doesn't address the required storm drainage system. 4) Applicant shall contact plat engineer of record, Mr. Han Phan, P.E., phone 206 229-6422 and have him prepare the erosion control/utility site plan. 5) Site plan shall include temporary erosion/sediment control measures„ existing and proposed ground contours, location of the nearest fire hydrant, water meter location, water and sewer service to the house, on site storm drainage including roof drains and foundation drains connection, driveway with drainage flow arrows across and gravel strip, driveway dimensions and spot elevations, house FF elevation. 6) Silt fence shall be placed along south property line as well, if one is not existing, since there might be excavation for the on -site storm drainage system. 7) Permit fee estimate sheet lists 186.89 cu yds of excavation volume and 9.48 cu yds of fill. Please verify the yardage and list it on the site plan. In order to maintain site existing drainage patterns, how many cu yds of dirt will need to be exported to avoid negative impact to the existing properties to the south. If the 186.89 cu yds of excavated dirt is left on site it will raise the site outside the building by over one (1) foot. Please verify the yardage and list it on the site plan. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted throueh the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D15-0125 6300 Southcenter Boulevard Suite #100 9 Tukwila Washinnton 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0125 DATE: 09/18/15 PROJECT NAME: FOSTER LANE - LOT 4 SITE ADDRESS: 14414 44 LANE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: Building Division Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: ez11r lr,,,✓�_ REVIEWER'S INITIALS: Fire Prevention ❑ Planning Division ❑ Structural ❑ Permit Coordinator DATE: 09/22/15 Structural Review Required ❑ DATE: DUE DATE: 10/20/15 Approved with Conditions Lin Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPS PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0125 DATE: 08/17/15 PROJECT NAME: FOSTER LANE LOT 4 SITE ADDRESS: 14414 44 LN S Original Plan Submittal Response to Correction Letter # DEPARTMENTS: Revision # before Permit Issued Revision # after Permit Issued W N 411� 0 AwDJ. ��, Building Division ® Fire Prevention ❑ Planning Division ki Pw0 44 1� Public Works Im Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 08/18/15 Not Applicable ❑ Structural Review Required ❑ (no approvallreview required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/15/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: Denied ❑ (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: V41 12/18/2013 PERMIT COORQ COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0125 DATE: 06/03/15 PROJECT NAME: FOSTER LANE - LOT 4 SITE ADDRESS: 14414 44 LANE S X Original Plan Submittal Revision # Response to Correction Letter #, before Permit Issued Revision # after Permit Issued DEPARTMENTS: cow Building Division Fire Prevention Planning Division P�c Works L Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 06/09/15 Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: Structural Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/07/15 Approved ❑ Approved with Conditions ❑ Corrections Required Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: l%� Departments issued corrections: Bldg Fire ❑ Ping1 PW Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 09/17/2015 Plan Check/Permit Number. D15-0125 Response to Incomplete Letter # _ Response to Correction Letter # 2 Revision # -after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Foster Lane lot 4 Project Address: 14414 44th Lane S Contact Person: Megan Parsons - Soundbuilt Homes Phone Number: (253) 256-8748 Summary of Revision: Addressed correction letter comments as follows: Building Department: Provide engineering wet stamp copies as requested. 4 - S-Sheets (structural) Wet Stamped 4 - Engineering Calculation Covered Pages - Wet Stamped RECEIVED CITY OF TUKWILA SEP 1`8 2015 PERMIT CENTER Sheet Number(s): See above. Multiple sheets. "Cloud" or highlight all areas of revision including date of revision c Received at the City of Tukwila Permit Center by: ®' Entered in Permits Plus on q— H:\Applications\Forms-Applications On Line\2010 Applications\?-2010 - Revision Submittal.doc Revised: May 2011 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 08/06/2015 Plan Check/Permit Number. D15-0125 Response to Incomplete Letter # Response to Correction Letter # t . . Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Foster Lane lot 4 Project Address: 14414 44th Lane S Contact Person: Megan Parsons - Soundbuilt Homes Phone Number: (253) 256-8748 Summary of Revision: Addressed correction letter comments as follows: Building #1 - updated page 2 to show FFE; #2 updated site plan to show footing and roof drains with details; #3 revised elevation direction text on page 1; #4 updated combustion air opening on page 4; #5 provided 4 copies of Geotech report. Planning #1 - Corrected covered porch roof pitch to 6:12 pitch on page 4 Public Works #1 no correction needed, fee statement; #2 moved house footprint south 2'; #3 provided 4 copies of site plans drafted by engineer of record Han Phan; #4 provided 4 copies of site plans drafted by engineer of record Han Phan to address utility stub locations; #5 Called out all requested items on list on new site plans; #6 placed silt fencing on the south side of lot on TESC plan; #7 included excavation fill on new site plan. Copies Provided: 4 - Page 1 - Elevation 4 - Page 2 - Floor Plan 4 - Page 4 - Roof Framing 4 - Site/TESL plans Sheet Number(s): See above. Multiple sheets. "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on RECENM JAUG () 6 5 ;# ERIAIT CEArrEv H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 SOUNDBUILT NORTHWEST LLC Page I of 2 Home Inicio en Espafiol Contact Safety Washington State Department of Labor & Industries SOUNDBUILT NORTHWEST LLC Search L&I A /. Index Help My Secure L&I Claims & Insurance Workplace Rights Trades & Licensing Owner or tradesperson PO BOX 73790 PUYALLUP, WA 98373 Principals 253-848-0820 RACCA, GARY, PARTNER/MEMBER PIERCE County Doing business as SOUNDBUILT NORTHWEST LLC WA UBI No. Business type 602 883 361 Limited Liability Company Governing persons GARY JAY RACCA HOLDING RACCA CAPITAL; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. SOUNDNL911CL Effective — expiration 02/13/2009— 02/13/2017 Bond ................. Lexon Ins Co $12,000.00 Bond account no. 9818263 Received by L&I Effective date 11/21/2014 07/23/2012 Expiration date Until Canceled Insurance .............................. Wesco Insurance Co $2,000,000.00 Policy no. WPP1019128-04 Received by L&I Effective date 09/22/2015 09/27/2014 Expiration date 09/27/2016 Insurance history Savings .................... Savings history Lawsuits against the bond or savings Cause no. Closed/Satisfied .............. ...._............ https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=602883361&LIC=SOLJNDNL911CL&SAW= 09/25/2015 BUILDING CODE: 2012 INTERNATIONAL SLOG. CODE (113C), AND BY REFERENCE WHERE APPLICABLE THE 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD ■ 25 PSF (SNOW) ROOF DEAD LOAD ■ 15 PSF FLOOR LIVE LOAD - 40 PSF FLOOR DEAD LOAD ■ 15 PSF WIND LOAD ■ 110 MPH WIND SPEED, EXPOSURE 'B', RiSK CAT. 11 TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE RK12(U GROUND SNOW WiND Si'EED SEISMIC DESIGN SUBJECT TO DAMAGE FROM WINTER DESIGN ICE SHIELD UNDER - FLOOD N'�`xA1RD8 AIR F'FZEEXiNCs MEAN T LM LOAD CATEGORYWEA N TERi1ITE DECAY Mp LLAYMENT AY 25 (110 DI/D2 MOD 18 SLIGHT- SLIGHt 11 NO PER LO so 50 IC710N ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL: - MFG. JST. DESIGN AND LAYOUT iF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) WE wam GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN iS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR IS, (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIR"( UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE PER TABLE R4022 MINIMUM COMPRESSIVE STRENGTH O'd) AT 28 DAYS TYPE OR LOCATIONS OF CONCRETE CONSTRICTION MODERATE WEATHERING POTENTIAL. DASEME TWALLS, �DATiON 4 OTHER CONCRETE NOT EXPOSEDTO 2W pat THE BASENENT SSLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE 2a00 pat FLOOR � BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER 2¢00 pal (41/2% air entrained v- 1 I/2%) VERTICAL CONCRETE WORK EXPOSED TO THE WEATHER PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE WEATHER 4 GARAGE FLOOR SLAB. 30M at (4 I/2% air entrained +/- 1 ink) p CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 40. U.N.O. (SEE STRUCTURAL) EQLH=lQN BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN I' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT 5'-O' OTC. U.N.O. WITH MIN. 'I' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG; -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD iN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) PER IRC R311.I.I, FASTENERS FOR PRESSURE PRESERVATIVE AND FIDE RETARDANT TREATED WOOD SHALL BE OF: HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AMC) GRADE. DAMPPROOFING EXCEPT WHERE REQUIRED BY SEC. R406.1 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOPED FROM THE TOP OF THE FOOTING TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8' PORTLAND CEMENT PARRGING APPLIED TO THE EXTERIOR OF THE WALL. PARGING; SHALL BE DAMPPPROOPED IN ACCORDANCE WITH ONE OF THE FOLLOWING. 1. BITUMINOUS COATING 2.3 POUNDS PER SQ. YO. OF ACRYLIC MODIFIED CEMENT 3. 1/a' COAT OF SURFACE BONDING CEMENT COMPLYING WITH ASTN C 88-1 8 4. ANY MATERIAL APPROVED FOR WATERPROOFING; IN SEC. R4062 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. R4062,IN AREAS WHERE HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS T14AT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOPED FROM THE TOP OF FOOTING TO FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. 1. 2-PLY HOT MOPPED FELT 2.55 POUND ROOF ROLLING 3. 6-MIL POLYVINYL CHLORIDE 4. 6-MIL POLYETHYLENE S. 40-MIL POLYMER -MODIFIED ASPHALT 6.60-MIL FLEXIBLE POLYMER CEMENT 'i. 1e' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING S. 60-MIL SOLVANT-FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC-SOLVANT-BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONS AND ESTERS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FOAM MATERIAL. USE OF PLASTIC ROOPING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 44S.140T ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200 DEG. P. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WiTH THE MEMBRANE. WHEN THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILINGs ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1000 SQUARE FEET. DRAPTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, PRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING;. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LiSTED IN iRC SECTION R302.12 FIREBLOCKING R302.11 FIREBLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO PORM AN EFFECTIVE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD-PRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: i.I. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED .VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R302.1 (V2' GW8) 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE PREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKING OF: CHIMNEYS AND FIREPLACES, SEE IRC SECTION R1003.19. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLM IS REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FiREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302JIJ LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. WALL r. ENIER?.AI ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R6023M GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R-1023B MINIMUM THICKNESS AND APPLICATiON OF GYPSUM BOARD TABLE RV02.3.5 T141= E88 OF GYPSUM BOARD APPI-ICATION ORIENTATION OF GYPBtJM MAXMM SPACNG OF MAMMAOF 1M,4XI IJ"I SPACMG FASTENERS (MC 4M SIZIE OF NAIL APPICAtroN MW (NC .M) BOARD TO FRAMING timmomRS (INCHES O,G) NAILS w/o adhesive SCREWS 13 GAGE I-3/8' LONG 18/64' 1 EAD O98' DIA 1-i/4' LOWs Sd COMER NAIL OAM6' DIA.1-$/8' LONG 15/64' HEAD OR GYP81.M BOARD 31�� ' DIA 1-8/e' LC7NC* V2' CEILNG EITHER DIRECTION 16 '1 12 CEILMG PERPENDICULAR 24 WALL EITHER DIRECTION 24 _12 WALL EITHER DIRECTION V0 a 16 CEILNG EITHER pIREGtION 16 1 12 13 G 1-5/8, LONG Is/64' HEApAPAM' PIA 1-3/8, LONG CEILNG PERPENDICULAR 24 1 12 WALL EITHER DIRECTION 24 8 12 5/8' ANNULAR -RINGED rtd COOLED NAIL 0.092' DIA. I-'T/8 ONG I/4' HEAD OR GYP" BOARD WALL EITHER DIRECTION 16 8 I6 NAIL DS15' PIA. WI/8' LONG 15/6 ' EEAD FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) Sd COMMON (0.131' DIA., 2-1/2' LENGTH), Sd BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA, 3' LONG) 10d BOX (0.128' DIA., 3' LENGTH), Mod COMMON (0.162' D1A, 3-1/2' LONG), 16d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0086' DIA, 1-5/8' LONG ), rod COOLER (VOW' DIA, 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 HF 02 - Pb-IB 15 pal, Fv-150 pat, Fc-1300 pei, E■1300000pel 2X6 OR LARGER HF •2 - Fb=8i5 pal, Fv■l50 pet, Fc■I300 pal, E=1300000pw 4X DF-L 02 - Fb-900 pal, Pv■180 pal, Fc■l350 per, E=1600000pel 6X OR LARGER DF-L 01 - Fb■815 pal, Pv■i10 pal, Fc•600 pal, E01300000pat STUDS 2X4 W 42 - Fb■1315 pal, Fv■150 pet, Fc■1300 pal, E■1300000pai 2X6 OR LARGER HF 02 - Fb■C315 P61, Fv-150 Pei, FC■1300 pal, E■13 at POSTS 4X4 HF 02 - Fboslep pal, Pv-150 psi, Fc■1300 pal, E■1300000pai 4X6 OR LARGER HF 02 - Fb■9i5 pal, Fv-150 pet, Fc■1300 pal, E■1300000pal 6X6 OR LARGER DF-L +1 - Fb■1200 pal, Fv■110 pet, Fe■1000 pat, E■I600000pel GLUED -LAMINATED BEAM (GLB) SHALL BE 24P-V4 FOR SINGLE SPANS 4 24F-V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb ■ 21400 PSI, Pv ■ 165 PSi, Pc ■ 650 PSI (PERPENDICULAR), E ■ 1,800AWO PSI. ENGINEERED WOOD BEAMS AND [-JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'ML' SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,SW PSI, Fv = 2W PSI, Fa = -150 PSI (PERPENDICULAR), E = 2000AWO PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb ■ 2,600 PSI, Fv ■ 285 PSI, Fez ■ '150 PSI (PERPENDICULAR), E - 1,9WAW PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb ■ 1,100 PSI, Fv ■ 400 PSi, Pc ■ 680 PSI (PERPENDICULAR), E ■ 1,300AWO PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LISTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM - L/480, FLOOR TOTAL LOAD MAXIMUM - L/240. PREFABRICATED WOOD TRUSSES- PREPABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SiM %ON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/PLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAiLINGs SHALL BE 8d COMMON a 6' O.C. a PANEL EDGES AND 12' O.C. IN FIELD UAO. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON AT 6' O.C. a PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL 13E 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE PLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING; WOOD TRIM. S. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. -1. AT BUILT-IN GUTTERS. 12C=QR QQM, Wb2n WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION R310-EMERGENCY ESCAPE 4 RESCUE OP NGS SLEEPING ROOMS SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY AND RESCUE OPENING. SUCH OPENING SHALL OPEN DIRECTLY INTO A PUBLIC STREET, PUBLIC ALLEY, YARD OR COURT. THE NET CLEAR OPENING DIMENSIONS REQUIRED BY THIS SECTION SHALL BE OBTAINED BY THE NORMAL OPERATION OF THE EMERGENCY ESCAPE AND RESCUE OPENING; FROM THE INSIDE. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5.Z SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 5.0 SQ. FT. THE MIN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. THE MIN NET CLEAR OPENING; WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT: MAX. 44' IN DWELLING UNITS, WHERE THE OPENING OP AN OPERABLE WINDOW IS LOCATED MORE THAN i2' ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM OF 24' ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW IS LOCATED PER IRC R3212J. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION FWSA I. SIDE HINGED DOORS 2. SLIDING GLASS DOORS AND PANELS IN SLIDING: 4 BI-FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4. SHOWER AND BATH TUB, HOT TUB, WHIRLPOOL, SAUNA, STEAM ENCLOSURES 5. GLAZING W/ THE EXPOSED EDGE WITHIN A 24' ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED POSITION 4 BOTTOM EDGE IS LESS THAN 60' ABOVE THE WALKING: SURFACE GLAZING GREATER THAN 8 S.F. AND LESS THAN IS' ABOVE FINISHED FLOOR 6. GLAZING IN GUARDRAILS 1. GLAZING LESS THAN IS' ABOVE FINISHED FLOOR S. GLAZING; WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING; IS LESS THAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS SHALL BE CONSIDERED A HAZARDOUS LOCATION. L. HSAMMIaN am GENERAL MAINTAIN P CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES 't - 7 E lomrl1D 6' ABOVE GATT INSULATION INSULATION BAFFLES TO EXTEND 12, ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE -STAPLE FACED BATTS FRICTION -FIT UNFACED BATTS USE 4 MIL POLY VAPOR RETARDER AT EXTERIOR WALLS R-10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PEF41EABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL NAVE A FLAME -SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED iN ACCORDANCE WITH ASTM E 84 EXCEPTIONS: I. WHEN SUCH MATERIAL ARE INSTALLED IN CONCEALED SPACES, THE FLAME -SPREAD AND SMOKE-DEVELOPEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF: THE CEILING, FLOOR, OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRC R316. 3. SHALL ONLY BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS ,AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. GROUND COVER OF 6 MIL (0=60) BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED 12' AT EACH JOINT ,AND SHALL EXTEND TO THE FOUNDATION WALL. POSTING OF CERTIFICATE WSEC R4013 A PERMANENT CERTIFICATE SHALL BE POSTED WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL. THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEiLING/ROOF, WALLS, FOUNDATION (SLAB, BASEMENT WALL, CRAWLSPACE WALL AND/OR FLOOR), AND DUCTS OUTSIDE THE CONDITIONED SPACES, U-FACTORS FOR FENESTRATION, AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE LARGEST AREA THE CERTIFICATE SHALL LIST THE TYPE AND EFFICIENCY OF - HEATING, COOLING, AND SERVICE WATER HEATING: EQUIPMENT, DUCT LEAKAGE RATES INCLUDING TEST CONDITIONS AS SPECIFIED IN SECTION R4024.1.2, AND AIR LEAKAGE RESULTS IF A BLOWER DOOR TEST WAS CONDUCTED. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU IRS-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2012 WSEC SEC. R403.22 HVAC DUCTS MAY NOT DISPLACE REQUIRED INSULATION AND BUILDING CAVITIES MAY NOT BE USED AS DUCTS PER R40323 WSEC BUILDING AIR LEAKAGE TESTING 2012 WSEC SEC. R402A,12 TESTING SHALL OCCUR AT ANY TIME AFTER ROUG14 IN ,AND AFTER INSTALLATION OF PENETRATIONS OF THE BUILDING; ENVELOPE. WHEN REQUIRED BY THE BUILDING OFFICIAL, THE TEST SHALL BE CONDUCTED BY AN APPROVED THIRD PARTY. THE BLOWER DOOR TEST RESULTS SHALL BE RECORDED ON THE CERTIFICATE REQUIRED IN SEC. R4013. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING: THE TEST AND PROVIDED TO THE CODE OFFICIAL. THE BUILDING OR DWELLING SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR OR AS REQUIRED PER ENERGY CREDIT SELECTED WITH A BLOWER DOOR PRESSURE SHALL BE 02 INCHES W.G. 2012 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS 1/2 OF AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. 312.123 TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING 1/2 OF AN INCH IN THE LEAST DIMENSION. WSEC SECTION R404 R404.1 INTERIOR LIGHTING: A MINIMUM OF 15 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES. LIGHTING THAT COMPLIES WITH THE PRESCRIPTIVE STAIRWAY ILLUMINATION PER SEC R303.1 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH MEANS TO ILLUMINATE THE STAIRS, INCLUDING THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. FOR INTERIOR STAR THE ARTIFICIAL LIGHT SOURCES SHALL BE CAPABLE OF ILLUMINATION TREADS AND LANDINGS TO LEVELS NOT. LESS THAN 1 FOOT -CANDLE (11 LUX) MEASURED AT THE CENTER OF TREADS AND LANr.;,NtGS. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTSIDE GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE BOTTOM LANDING OP THE STAIRWAY. EXCEPTION: AN ARTIFICIAL LIGHT SOURCE IS NOT REQUIRED AT THE TOP AND BOTTOM LANDING, PROVIDED AN ARTIFICIAL LIGHT SOURCE iS LOCATED DIRECTLY OVER EACH STAIRWAY SECTION. 2MLLWa AM W=HM 0 PER SEC R602b DRILLING AND NOTCHING OF STUDS SHALL BE IN ,ACCORDANCE WITH THE FOLLOWING: I. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARINGs PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING;. ANY STUD MAY BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE THAN No INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40 6' AND UP TO 60% SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(U AND R6023(2). EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHEN THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING: OF TOP PLATE. PER SEC R602.6.1 WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD BEARING WALL, NECESSITATING CUTTNG, DRILLING OR NOTC141NGs OF THE TOP PLATE BY MORE THAN 50 PERCENT OF ITS WIDTH, A GALVANIZED METAL TIE OF NOT LESS THAN 0.004 INCH THICK (131mm) (16 ga) AND 1V2 INCHES (3&=) WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT Mod NAILS AT EACH SIDE OF EQUIVALENT. SEE FIGURE R6028.1. EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. RECEIVED CITY OF TUKWILA JUN 0 3 2015 PERMIT CENTER Q FOR APPROVED SEP 2 4 2015 LOING OiViSION LLI PLANNING A :ww;serr +a plansW q*wval ftm ttt`t" PlanningDivision o 1 D I' tv I E PrRMIT ED FOR: anical ricai bing Piping riy of Tukwila Est, rl,DINCv DIVISION REVISIONS No changes chap be made to the scope Of work without prior approval of Ttiktviia Building Division. NOTE: Revisions Will require a new plan submittal and msy i; lclude additional plan review fees. FILE COPY Tt ► rLIE Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize tha violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledeed: By: Date: City Tukwil BUILDING SION ALL GLAZING TO SE IN COMPLIANCE WITH THE 2012 WASHiNGTON STATE ENI=fRGY CODE. aAZM I. -FACTOR CEILINGON VAULTED WALL MASS FLOOR SLAB VERTICAL OVERWAU CEILING CIWE � GR_�b 030 OW R-49 R-48 R-21 R-21 R-30 R-10 i 3 V 0..4 a a w �z W y y �N 0 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer, Flan Ns7: 2978.3 R Date: 5-19-15 ie TILATION CALCULATION5 4 REQUIREMENT5 AT LEAST 40% t NOT MORE THAN WX OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806.) ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILING ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH to' MIN. 4 1/4' MAX. OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MRV SPACE BETWEEN INSULATION AND ROOF SHEAT14 NG a VENT LOCATION. BAFFLING OF THE VENT OPENING SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE ARS4) — 1,619 $a. Ft. OF ATTIC AREA1300 ■ 5b0 SQ FT. : UPPER ROOF VENTING PROVIDED BY 10' OF VENTILATION REQUIRED (806 SQ INCHES) ® AF50 ROOF VENTS. (50 d IN. PER VENT) UPPER VENTS ■ 403 Sq. In. (S AF50 VENTS) NQTE: EAVE VENTIWs PROVIDED BY (4)-2 IV DIAMETER LOWER VENTS = 403 N. In. 'BIRD HOLES' PER EAVE BLOCK 32 EAVE VENTS x 12' PER BLOCK ■ 384 Sq. In. (4)-2 1/8' DIA HOLES ■ 14J6 Sq. In. w/O MESH I AF50 VENTS x 50' PER VENT = 50 Sq. In. NFA w/ MESH = 12' Sq. in. PER BLOCK l69 *U t" 1. CA` A 1 I Ir.; AMAI WW = ZrO VU r I. OF VENTILATION REQUIRED (82 Sa. INCHES) UPPER VENTS ■ 41 Sq. in. (1 AF50 VENTS) LOWER VENTS = 41 Sq. In. 4 EAVE VENTS x 12' PER BLOCK ■ 48 Sq. In. 1 AF50 VENT x 50' PER VENT ■ 50 Sq. In. zoo OU r 1. CAI- A I I K. Ar r-I ■ WV VU r I. NOTE: UPPER ROOF VENTING PROVIDED BY OF VENTILATION REQUIRED (116 SQ INCHES) COR-A-VENT ROOF-2-WALL VENT UPPER VENTS ■ 58 Sq. In. (85 SQ IN. PER LINEAL FTJ UPPER VENTS = 30 Sq. In. (CONT. ROOF-2-WALL VENT) 85 SQ IN. X 2 LF(TRLSS BAY)■ 11 Sa. IN. PER TRUSS BAY 58 SQ IN. REQUIRED/ 11 Sa. IN= 4 BAYS LOWER VENTS = 58 In. 5 EAVE VENTS x 12' PER BLOCK = 60 Sq. In. «o ou r i. Vr A I i IC. Ar=,wr.7trrru Is w. Ia ace. r I. OF VENTILATION REQUqF?SED (108 Sa. INCHES) UPPER VENTS = 54 Sq. In. (2 AF50 VENTS) LOWER VENTS = 54 Sq. in. 5 EAVE VENTS x 12' PER BLOCK ■ 60 Sq. In. 2 AF50 VENT x 50' PER VENT ■ 50 Sq. In. NOTE: UPPER ROOF VENTING PROVIDED BY COR-A-VENT ROOF-2-WALL VENT (85 Sa. R PER LINEAL FTJ �r 04 I , EA t", *1 el E N T VENTILI N UF w `� nor 21'-0' (4 EAVE VENTS) (AREA 2) 40'-0' (20 EAVE VENTS) ® © ® ® ® ® ® ls� (,AREA 1) 10'70' (5 EAVE Its) ® EVE VENTS /� /� 0 w �[ (AREA �) lu v M N N . V n M 10'-0' 20'-0' S EAVE VENTS) (5 EAVE VENTS) COR-A-VENT CONTINUOUS ROOF-2-WALL VENT. PROVIDES 8.5 Sa IN. NET FREE VENTILATION AREA PER LINEAL FOOT. (CUT I' WIDE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOP.) ......... IArr_L.Ll.d1Nl lr"& HEATING EQUIPMENT ALL WAFhM-AIR FUR4ACE8 SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FUIRN ACE, ENCLOSED FURNACES AN ELECTRIC HEATING FUFRIACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBWI GAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND 5UF44ERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18' ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF '1 EMPERATURE WSEC SEC. 403JJ VENTILATION GROUP R OCCUPANCIES SHALL BE PROVIDED WITH VENTILATION SYSTEMS WHICH COMPLY WITH THE SECTION M1501 OF THE 2012 AMENDMENTS. IRC AND WASHINGTON STATE MINIMUM SOURCE -SPECIFIC VENTILATION IS REQUIRED IN THE FOLLOWING LOCATIONS AND AS OTHERWISE SPECIFIED: A. BATHROOMS: 50 cfm B. LAUNDRIES: 50 afro C. WATER CLOSETS: 50 aft D. KITCHENS: 100 cfln EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. IUTILITY ROOM NOTES/MAKE UP AIR. 1. WHERE THE EXHAUST DUCT 18 CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL. OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 Sa INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. C D ■ 100 80 INCH TRANSFER GRILL PER IRC G24334 (6145) AS AMENDED BY WA • INTEGRATED WHOLE HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH 2O12 WSEC TABLE 4062. M15O132 SYSTEM CONTROLS THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL BE PROVIDED WITH CONTROLS THAT ENABLE MANUAL OVERRIDE. M150133 MECHANICAL VENTILATION RATE THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M15013W) M150135.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS, INTEGRATED WHOLE HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR At THE RATE CALCULATED USING SECTION M150133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED AIR SYSTEM DUCTS. INTEGRATED FORCED AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTION A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED AIR SYSTEM, AT A POINT WITHIN 4 FEET UPSTREAM OF THE AIR HANDLER THE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION M150132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. M150135.2 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED t0 A MINIMUM OF R-4. M1501353 OUTDOOR AIR INLETS INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED SO AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: 1. CLOSER THAN 10 FEET FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3 FEET ABOVE THE OUTDOOR AIR INLET. 2. WHERE It WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OF UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 FEET FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FEET ABOVE THE AIR INLET. (a. ATTIC, CRAWL SPACES, OR GARAGES. M150133 MECHANICAL VENTILATION RATE. THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH HABITABLE SPACE AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M1501331) EXCEPTION: THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM IS PIT I ED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4 HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE M1501330) MULTIPLIED BY THE FACTOR t E Il IN ,A�CORQ„ cE Wit B E Mi :1dil)x E r.HMIM DWELLING UNIT FLOOR AREA(SPJ NUMBER OF BEDROOMS 0-1 2-3 4-5 6-'t >1 AIRFLOW IN CFM <1,500 30 45 60 75 90 1,501-3000 45 60 15 90 105 3,001-4,500 60 15 11 105 120 4,501-6,000 15 90 105 120 135 6000-'T,500 90 105 120 135 ISO >1,500 105 120 135 150 165 RUN TIME % IN I=AC14 SEGMENT0 25% 3394-HOUR 509� FACTOR 4 3 2 15 1.3 1.0 TION SYS SEC. M1501 *ENER 3Y CREDIT: 512-EFFICIANT WATER HEATING 15 CREDIM AS REQUIRED -NAT. GAS WATER HEATING SYSTEM W/ A MINIMUM EF OF 0.82 IN PLACE OF HWH. -NAT. GAS FURNACE CAN BE 80% EFF. 1 F_1 G-WED FOR .,C MPLIANCE AF OVED = SEP 2 4 2015 • City Of TulcMia [BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN032015 PERMIT CENTER ♦ � 00 L a E co 4. to N 00 ® �s Z a in � N i. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be ma eted throughout many nicipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. I Plan No: 2978-3R Date: 5-19-15 WEATHER RESISTANT R S SA4THMN 6 OR FINISH SIVIN6 GSM TRIM FLASHING WITH 5" MIN. VERTICAL LE& IORIZONTAL W000 TRIM 5/4 x 6 5ARGE 50ARD 5/4X8 RAKE TRIM 5/4x8 SKIRT SAND W/ 2' CAP WEST ELEVATION 2x6 EXTERIOR WALL '1/16' PLY OR 0815 SHEATHING, TYP SIDING PER ELEVATI OVER VAPOR 15ARR OL,45HING, TYP, NGs OI/R VAP TRUSS OR RAFTER PER PLAN COMPOSITION ROOFING WFLASHIING 5/4x4 CORNER TRIM 5/4x6 FASCIA UU CONT. GUTTER — FROM f OF 6" Y N. 10' r='\/ T I ON ROOF DRIP EDGES PER SEC. 1;905.28.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. - MAXIMUM THICKNESS 4 INCHES 4 20 FEET HEIGHT. - SDC Di 4 D2 MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING. - NOT OK TO SUPPORT ADDITIONAL LOADS ON MASONRY VENEER. - MINIMUM 3/4 GAP BETWEEN TOP OF VENEER 4 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. - METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. - TIES IN SDC Di 4 D2 MUST SUPPORT NO MORE THAN 2 SQ FT OF WALL AREA (HOOK INTO VENEER REINFORCEMENT WIRE. - FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. - MINIMUM 3/16 INCH WEEPHOLES REQUIRED ABOVE FLASHING MAXIMUM 33 INCHES ON CENTER - AIR SPACE MINIMUM 1 INCH - MAXIMUM 4 BETWEEN SHEATHING 4 VENEER OR MOR GROUT FILL OVER WEATHER-RESISTANCI - WATER RESISTANT HARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R103.1 HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL 5E MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. R31SJ TYP PER SIDE IF SITE REQUIRES 12'AS' ATTIC VENT CEDAR SHAKE W/ 2/3 CAP RECEIVED CITY OF TUFGWILA AUG a 6 2015 PERMIT CENTER z ON ® A� z 4. C4 z •• N RE 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer, Plan No: 2978-3R Date: 8-5-15 i� I I 6'-9' 3'-4' 3'-5' xn g re • .. OPTIONAL GLASS ENCLOSURE. VERIFY WITH CONTRACTOR 11-3' 171 40'-0' 6/ x4/0 XO 6/Ox4 0 XO CM (EGRESS) GM (EGRESS) SOAKING TUB / \ O� 7V CM MASTER. I MASTER SEPROOM SEPROOM 4 50 Fi"1 B,�TH 8' CLG. V D 6 C . OPTIONAL( •� 8' CLG. in EF. COFFERED CLG. 0 0 ,r i I - I F-7 WALK IN 110V 0 r I 2 6 CLOSET �' 0 I I 110V Q S.D. ®BP ® BP dJ NC I © I b - - r i - - - - - - - - - - - - ------------ -PAIR 110V S.D. '-i' 3'-0' 3'-1' .4 in O -• 42 WALL ' I L ---�� 0 R4S C OR OPT. -V 5ermoom 2 RAIL'G it D leap, 8' CLG. '91 PER IRC 0 N ,,�, -t'-8�' 3'-8��► 1 ' 4 -1' zn WALK IN CLOSET / ------- / •,u, CM M LINEN xMW N - J � ®BP R4S r 777 L 110V -' LINEN r, Q / S.D. N ' ;n OPT. 110V i5ATH CLOSET \ zo O' r+ Il 5 � 2 �- � ,- � �,' 6 0 �'-6�' © 2 SINKS OPT. 2 N Q _ - PLAYROOM -' i , b / OPT. EPROOM 5 50 CFM r OPTIONAL COFFERED CLG. BEDROOM 5 8' CLG. \' - - - - - - - - CM �4 WALK IN r c 11TR N ( EGRESS) CLOSET XOX 6/0x4/6 i CM (EGRESS) /\ /0 FX� \ TYP I C,4L ,4RCHES : U.N.O. (UNLESS NOTED OTHERWISE) T.O.A. = TOP OF ARCH LEG - LEG HEIGHT AFP. 8' (96') TO CENTER LINE OR TOP OF ARCH (TO.A) 86' HIGH LEGS - L-LEG HEIGHT 86'(UN.O.) J V d®I ® in= !e/ %si/ 1 _14% I • • 1/411= I i-Ou WHOLE HOU8E VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REEFER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES CM mr =4X10 HEAT REGISTER AT CLG. TK =4Xi0 HEAT REGISTER AT TOE KICK i f -4X10 HEAT REGISTER AT WALL GENERAL NOTES: I. ALL WORK TO BE IN CONFORMANCE WITH 2O12 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING At ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS t0 BE WATERPROOF TO MINIMUM -12' ABOVE DRAIN. fo. SHOWER TO BE LIMITED TO MAXIMUM 2B G.P.M. FLOW. -1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET t0 BE SAFETY GLASS. S. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN IS' OF FLOOR TO BE SAFETY GLASS S. SMOKE DETECTORS R314, TO BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS. ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE •• ALARMS IN THE INDIVIDUAL UNIT. W =SMOKE ALARM-CAR50N MONOXIDE COMBO. LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN IB INCHES FROM TOP OF THRESHOLD. (R3113.1) V-2' 21'-2' Q COYEREP PATIO CONC. 4/0 4/6 XO 6/0x8/ SG SG 8/04/0 XOX --- ---- _1 - -- OPttC OWN MOULD INCx CM1E \ .AS SHOWN / SINK P11_ D/W OPTIONAL NOOK BUILT IN KITCHEN V CLG 1-4' 9' CLG. 1 'n METAL FIREPLACE RANGE I I N GREAT ROOM INSTALL PER MFR II ( F. 100 CFM I I EATING MIN Y.T.O�S 9 CLG. SPECS. PROVIDE 6' 0 r - - - COUNTER SO. IN. OUTSIDE AIR 4'-0i' 2'-0' 10' 4'-2' ' II R 61 8' -J .3 PANTRY 0x8/0 _ C.O. - - cr , --- i OPTIONAL I 2X& WALL cn 2 6 36' WALL W/ CAP ! -ARCH--- -WALL, --------- -ARCH ABV.- ��� - 'WALL - m 50 CFM PWPR \ C N H N I N S I3C�. fii 4D 9' CLG. m PINING ROOM `, -NICHE 1 `IP -- - - T „ _ V CLG. 16PCH A$ ®\���Vj� 2'_'1� �, �; I I CRAWL. F u1 4'-6' %\��';n►� I:�TY ACCESS E STAIR I I L IN. 3 'X36 TECTION y� RR3021 A,NDI G W 50 GFM OPT CROWN MOULD\ , ;\�� OFT. AS $ OWN., - -_ ;\ \\\, ,, ;: PT UP�' R CA �n \ -ice ;. �,,�� d•,. % WALL MOUNTED RINNAI RI-151 j� CLOD'(' T \ \ `\;;\ �.?. `_ NAT. GAS HOT WATER SYSTEM No' MIN. SOLID CORE (ENERCsY FACTOR■082) ,- C . 61 SELF CLOSINGS �p I WOODATEEL DOOR OUTDOOR COMBUSTION AIR i OR SHALL BE PROVIDED PER 20 MIN. RACED "11mV ENTIty IRC G2401.6. PROVIDE ONE I VERTICAL PERMANENT 9C G. OPENING THROUGH MECH. CHASE. 10'-0' i l PEN i I OPT. BEDROOM 6 I HI 0 9' CLG. I i -- - - - - 6AR,46E OPT. COFFER W/O I 1/0x5/0 USE 1/2' TYPE 'X' GW$ ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE - 8 HI DR. OPT_ _CM - J I FX &G• 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS _ -- ---IEGRES81- AND BEAMS IN 1/2' TYPE 'XGSWB 6/0x Wo <OX NO DUCT OPENINGS I �0 IN GARAGE. WALL LINE J - DUCTS THROUGH CLG OR - - - A$pVE - 1p DY REP PORCH 61 WALL COMMON TO HOUSE, ' tH OTC390J2 MIN. 26 GAGE STEEL.- IA-9< - - - - 19'-6' o� lop 8/0x8/0 0.14. DOOR 16/0x8/0 O.H. DOOR -i'-0' 3'-8' 2'-4' 10'-0' 10'-0' 4'-6' 20'-0' 50'-0' 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS 35 SHALL $E WEATHERSTRIPPED AND INSULATED TO AN APPROVED CARBON MONOXIDE ALARM SHALL A LEVEL EQUIVALENT TO THE INSULATION ON THE BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF SURROUNDING SURFACES EACH SLEEPING AREA IN THE IMMEDIATE VICINITY Iro. WHOLE HOUSE VENTILATION 24 HR TIMER, READILY OF THE BEDROOMS. PER 2012 IRC 4 WA. STATE ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL AMENDMENTS SEC R315.1. THAT READS 'WHOLE HOUSE VENTILATION' (SEE il. INSULATE ALL WATER PIPES PER UPC SEC 312.E OPERATING INSTRUCTIONS) MINIMUM R-4 INSULATION 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED t0 A MINIMUM OF R-8 PER WSEC 4032.1 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO UTILTY ROOM NOTES/MAKE UP AIR: WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE PER IRC G2439 OUTSIDE THE BUILDING. PER R30352. 1. WHERE THE EXHAUST DUCT IS CONCEALED 14. CAS PIPING IS TO BE PROTECTED PER WITHIN THE BUILDINGS CONSTRUCTION, THE G2415.1• EQUIVALENT LENGHT OF THE EXHAUST DUCT IN CONCEALED LOCATIONS, WHERE PIPING OTHER SHALL BE IDENTIFIED ON A PERMANENT LABEL THAN BLACK OR GALVANIZED STEEL IS INSTALLED OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT THROUGH HOLES OR NOTCHES IN WOOD STUDS, CONNECTION. JOIST, RAFTERS OR SIMILAR MEMBERS LESS THAN 2. INSTALLATIONS EXHAUSTING MORE THAN 200 11i2 INCHES (38mm) FROM THE NEAREST EDGE OF THE CFM SHALL BE PROVIDED WITH MAKE UP AIR MEMBER, THE PIPE SHALL BE PROTECTED BY WHERE A CLOSET IS DESIGNED FOR THE SHIELD PLATES. PROTECTIVE STEEL SHIELD INSTALLATION OF A CLOTHES DRYER, AN PLATES HAVING A MINIMUM THICKNESS OF OPENING HAVING AN AREA OF NOT LESS THAN 0.0515-INCH (1.463mm) (No. 16 GAGE) SHALL COVER 100 Sa INCHES FOR MAKE UP AIR SHALL $E THE AREA OF THE PIPE WHERE THE MEMBER IS PROVIDED IN THE CLOSET ENCLOSURE, OR NOTCHED OR BORED AND SHALL EXTEND A MAKE UP AIR SHALL BE PROVIDED BY OTHER MINIMUM OF 4 INCHES (102 mm) ABOVE SOLE APPR. MEANS. PLATES, BELOW TOP PLATES AND TO EACH SIDE - J 100 SO INCH TRANSFER GRILL OF A STUD, JOIST OR RAFTER. 1 /4" =1'-O" MAIN f4 ..00R 1561 50. r-T. UPPER 1=1.00R I602 50. 1=T. TOTAL 50. 1=T. 6ARA6E 458 50. 1=T. 1=RONT PORCH 115 S0. r-T. STAIRWAY ILLUMINATION PER SEC 303.1 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH MEANS t0 ILLUMINATE THE STAIRS, INCLUDING THE LANDINGS AND TREADS. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE SYAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. m b- 0 iA 0 r N N N BLRU�E RIS AWIG TRACER METAL WATERDSER IV CE PIPING PER UPC 604.9. D FOR SEP 2 4 2015 offuWla NQ DIVISION RECEIVED CITY OF TUK ILA AUG Q- 6 2015 PERMIT CENTER n ram.® z O1 12 �0 ZM A� y .� �z a N 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer, Plan No: 1 2978-3R Date: 8-5-15 hJ it 11 AN r N ;- 1 21'-2' 1 IS'-10' 1 10'-0' 1 0 to FDN VENT V w 15VIA\ V 0 e \ f I M! i I idi I Z.N c. SLAB W/ i 04 REBAR 0 18' O.C. E.W. OV R 04 BARS COMPACT SWC5 18' O.C. �— AND GRBBASE ' 4x6 POST W/ 24' SQ. x 12' W/ 104 BARS E.W. THICKENED SLAB MIN. 2' AIR SPACE 4' CONC. SLAB PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED MEMBRANE STUB *4 BARS INTO CONC. SLAB 0 18' O.G. 14'-0' 1 6'-0' // '-6' -6 ■I®M■r 5'4-i' 14 ' SIM. 52.0. 4' CONC. SLAB W/ REBAR m 18' O.C. E.W. OVER COMPACT SAND ,AND GRAVEL SASE SLOPE 3' TO DOOR$ 19'-9j' II k\V9�' 12 4'-6' 1 \\\\ 51-6' I M IF�Df � LAYER 4'- PLYWOOD n 6X6 PT POST 48'X48'X12' CONC. FTG W/ 6 +4 BAR$ EACH WAY a� in 16'-3' R.O. FOR 16/0 DOOR 1'- n 7 ZP 0 0 .1 N r- N N IDENTIFY LOT LINES IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of lh" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL02 ON 4x4 ----- POSTS (4x6 AT SPLICES) ON 24' DIA. RE WFED FOR x 8' CONC. PADS UNLESS NOTED .0 MPPLIANCE s 0 OTHERWISE. AA OVED r C1, 4. ALL POSTS TO BE ANCHORED AGAINST i LATERAL MOVEMENT. SEP 2 4 2015 5. SOLID BLOCK AT ALL POINT LOADS j - FROM ABOVE. '. 6. FLOOR JOISTS SHOULD BE SUPPORTED City offukMlot LATERALLY AT EACH END AND AT BUILDING DIVISION EACH SUPPORT BY SOLID BLOCKING Z 5Z w w; ❖ zM EW!00 ••• Go /1 Z C Z- U a aN OR BY ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM 18'-24' CRAWL ,ACCESS. • CRAWL ACCESS HATCHES OR DOOR$ SHALL i BE WEATHERSTRIPF'ED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES S. PROVIDE CRAWL SPACE VENTILATION PER IRC. 1. Contractor or builder • FOUNDATION VENTS SHALL BE PLACED SO THAT THE must verify all dimensions TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE constructiocn.eding with FLOOR INSULATION 9, INTERIOR GRADE OF CRAWL SPACE SHALL BE 2. This plan was designed SLOPED TO DRAIN AND INSURE THE REMOVAL tomarketed throughout e y municipalities. ties. The OF WATER purchaser must verify 10. (0INDICATES POINT LOAD FROM ABOVE compliance with all local applicable building codes where the home is to be 11. ® INDICATES 'SIMPSON' HOLDDOWN constructed. 12. aSEE .gHEA�ALLEp F� 3. Purchaser should have ,ANC4OR BOLT SIZE 1 SPACING. ensed builderlansdand struct- SWT S 10 I ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. RECEIVED CITY OF TUKWILA Plan No: JUN 0 3 2015 297E-3R VENTILATION Date: CRAWL SPACE VENTILATION PERMIT CENTER TOTAL NET FREE AREA USE 3' x 3' x 1/4' REQ'D 1361/150 ■9.11 SQ. FT. i GALVANIZED STEEL PROVIDE SCREENED VENTS SQUARE PLATE FOR VENTILATION WASHERS FOR ALL 114 vr=NT5 REQ1D ANCHOR BOLTS OF VENTILATION CALCULATION5 4 REQUIREMENT5 AT LEAST 4090 4 NOT MORE THAN Wo OF REQUIRED VENTS SHALL ENE IN UPPER POWION OF Vf_NTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH 14a' MIN. 4 1/4' MAX. OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MR I' SPACE BETWEEN INSULATION AND ROOF SHEATHING A VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE NSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A PONT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) 5EE SHEET N2 FOR ROOF VENTILATION CALCULATION5 AND LOCATIONS WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 1501330) 4 150133(2) FOR FAN SIZING AND RUN TIMES ROOF OVERFRAME_ NOTES: IRC SEC R$023 I. RAFTERS SHALL BE FRAMED TO 2X RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS N DEPTH THAN THE CUT END OF THE RAFTER AT ALL VALLEYS AND HIPS THERE SHALL BE A 2X VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS) ROOF FRAMING NOTES: I. ALL HEADERS TO BE 48 DF +2 UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/ R-10 RIGID INSULATION 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPEC- IFICATIONS ON SITE FOR FRAME INSPECTION. • SHALL BE NSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT 4. PROVIDE ATTIC ACCESS MINIMUM 22'x3O' PER IRC SEC WTI ACCESS HATCHES OR DOORS SHALL BE WEATHER$TRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 5. PROVIDE ATTIC VENTILATION PER IRC SECTION R806. ALL FRAMING TO COMPLY WITH IRC SECTION R802. 6. NO EAVE VENT OR GABLE VENTS ARE ALLOWED ON WALLS WHERE THE ROOF OVERHANG IS W OR CLOSER TO THE PROPERTY LINES PER 2012 IRC, TABLE 302.0(1). -I, I REFER TO SHEAR WALL SCHEp. TIC ED lot EN' ME APPLIANCE IN ATTIC NOTES: PER 2012 IRC MI305.13 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR UNOBSTRUCTED PASS- AGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30, HIGH AND 22' WIDE AND NOT LONGER THAN 20' LONG MEASURED OPENINGTiHTOTHETAPPILIANCE HE PASSAGEWAY FROM THE THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING, NOT LESS THAN 24' WIDE. A LEVEL SERVICE SPACE AT LEAST 30' DEEP 4 30' WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. 2. PROVIDE A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENINGS AND A RECEPTACLE OUTLET SHALL BE PROVIDED AT OR NEAR THE APPLIANCE. 3. PROVIDE 2X12 PLATFORM W/ 2-LAYERS 3/4' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R49 INSULATION UNDER PLATFORM. (1 LAYER OF R-35 HIGH DENSITY (10 1/49 4 1 LAYER R-11 (3 1/29 4. NO AIR CONDITIONING TO BE INSTALLED AT ATTIC. 5. PROYip CONDEN6ATDION �INr= FROM FURNACE TO SWITCH. IX1 ERIOR FOR DRAINAGE. NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. '.ONT. DBL. TOP P1.P4TE R-10 R1610 INSULATION EXTMIRIOR SHADE0AREA) B Oi= YVAd.L 44X HEADER 1GIN6 STUD EXTERIOR PLYAOOD li ��ulul STUD NOTCHING: AND MORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%. 4 BM TO TOP PLATE % six Q,o 01 FOR SEP 2 4 2015 W city ofTUl 11a MOLDING DIVISION FRAMING NOTES: I. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/ 8d NAILS 0 24' OTC. NAILED TOP 4 BOTTOM STAGGERED EA SIDE. 2. ALL HEADER$ TO BE 4x8 DF n UNLESS NOTED OTHERWISE. B4N LAI=U0DLIA A'LS TOD/R1RGIIN� 3. SOLID BLOCK BENEATH ALL PONT LOADS FROM CITY OF TUKWILA AUG & 6 2015 PERMIT CENTER Z12. ® eT W •� z A� M .� r woo r; cc z fix.. N 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. I Plan No: 2978-3R Date- a- 5 - 15 - HOLES NO CLOSER THAN 5/S INCH TO FACE OF STUD. W1 IN 36" STUD NOTCHING AND BORING - BEARIWS OR EXTERIOR WALL NOTCH 2596, BORING 4096. - 6096 BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/S INCH TO FACE OF STUD. AP50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS 5LOCKING 2x8 FASCIA 50 ARD 1/16" LP FL,AME5LOCK FIRE - RATED 088 SHEATHING WATER I5ARRIER 2xro STUDS e llo" O.C. W1 R-21 FIIBERGLA88 INS. EXTERIOR FACING 5/6" TYPE "X" GW5 ,APPLIED VERTICALLY SAND NAILED TO STUDS W1 MIN, 1 I/8" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED S' O.C. W ALL50 ARD JOINTS MUST 5E COVERED W1 TAPE AND JOINT COMPOUND, SAND FASTENER HEADS COVERED W1 JOINT COMPOUND. 51/2' TI-I I CK, NOMINAL 2.5 PCF DENSITY UNF,ACED MINERAL F15ER 5 ATT INSULATION, FRICTION INTERIOR FIT 5ETWEEN WOOD STUDS IV 2xro STUDS Q 16' O.C. EXTERIOR 5/6" TYPE "X" GW5 APPLIED VERTICALLY ,AND NAILED TO STUDS W1 MIN, 1 1/81 DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8" O.C. WALL50 ARD JOINTS MUST SE COVERED W1 TAPE ,AND JOINT COMPOUND, ,AND FASTENER HEADS COVERED W1 JOINT COMPOUND. DESIGN: INTERTEK LPG 1WA 60-01 EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TFASLE R302.1 COMPOSITION ROOF W/ 300 INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. RW52ZB PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED EAVE VENT BLOCKS W/(4) 21i8' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. . . (2)2x6 TOP PLATES \\\\\\\` 2x6 STUDS 0 16' O.C.. i 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2, GYP. BD MIN. 71 /1 ro' CATAGORY LP FLAME15LOCK W1 PYROTITE SURFACE FACING OUT EXTERIOR FACING I. F15ER CEMENT 50,ARD 2. T-1-11 SIDING 3. WOOD STRAND OR F15ER PANEL 4. CEMENT IT I OUS STUCCO 5. DIAMOND WALL INSULATING STUCCO (o. STEEL SIDING NO SCALE 5UILI�ING S�GiION MIN. 6X6 PT POST -1/16' LP FL,4ME8LOCK FIRE- R4TED 085 SHEATHING No' TYPE 'OX' GYP SHT'G SIDING OR TRIM PER PLAN fi'OSt DETAIL FOR STRUCTURES FROM LESS THAN ' LINE W1 IN Uo " FAF50 ROOF VENTS (50 SQ. IN. NET FREE ,AREA) SOLID TIGHT FITTING TRUSS 5LOCKING FASCIA 5O,ARD 2x STUDS PER PLAN 1/1�o SHEATHING SIDING PER PLAN 1,'% EAVES WITHIN 8'-0° OF PROPERTY LINE PER IRC 302 s TABLE R3ID2.1 AT) 01f4006 4 NOT MORE THAN 50% OF REQUIRED tS SHALL BE IN UPPER PORtION OF VENTILATED ROOF SPACE (NO MORE THAN V BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. STAIR NOTES: PER IRC R310 • STRINGERS TO 06 FIRE BLOCKED AT W N TOP At-V BOTTOM. ' ALL USABLE SPACE UNDER STAIRS TO BE I HOUR CONSTRUCTION. • MAXIMIM RISE TO BE 7-3/4'. M1N" M RUN TO BE 10'. ' MN" HEAD HEIGW TO BE 0-8'. • MNIIMUM STAIR WIDTH TO !SE 36. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OPP TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD. ' PROVIDE GUARD RAILS AT LANDINIsS MNIIMIM 36' NIGH W/ CLEAR SPACE ' NANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS 1 1/4' NOR MORE THAN 2' N CRDSS SECTIONAL DIM. ' WNDNG TREADS PER IRC FM IAV ' SPIRAL STAIRS PROVIDE MN 1 VY RUN • A PONT 12' FROM WHERE TREAD IS NARROMT PER IRC R310.10J /. CANT. HANDRAIL ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN 810E 1' PT MOE" P.T. 2Xi2 TREADS TO STRIP MFG. TRUSSES 024' O.C. AL 33 MONO TRUSSES * 24' O.G. TIGHTLINE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC HANDRAIL TO BE PRE804T ON 4' SPHERE SHALL ON AT LEAST ONE SIDE OF STAIR. NOT PASS TFIf�OUraN gWg�A,Ne�D *RIP PORT ION OF MANDRAILB VIM 1' t CIRCULARMSECTION MR SHALL NAVE 4 A MIN. RADIUS OF 4'. ALL REQUIRED C4JARDRAIL6 TO BE 36' MIN. IN FIGHT. OPENNGsS FOR REQUIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT ALLOW A SF HM 4 NCFES (ism) TO PASS TWP40 5k ' MN.-14' MAX NOSING Iwo' MIN 6' ef'HERB UNAJ E TO PASS THROU04 OPENING BELOW STAIR INSTALL 4- GW3 • cEILING, AND WALLS (3) 2XI2 STRINGERS FIRE 5LOCKN3 • MV-SPAN AW N STUD WALLS ALONG AND N LFE UT14 STRING IF AREA UVW 2X4 T14"T BLOCK STAIRS IS UfPAJOW INTERIOR CK JOISTS PER PLAN DBL JOT .HANGERS AT EA STRINGER 3-2X12 P.T. ST RIOR 101 AL STAIR DETAIL AND NINES FIRE BLOCKING ,AND DRAFTSTOPPING PER SEC. 302JI 4 302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES ,AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY At INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES At STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302:1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. aW50I FOR ,0 MII..IANCE +: `r P OVED SEP 2 4 2015 City of TulcWila ILDINO DIVISION , NO SCALE I CITY OF TUKWILA JUN032015 PERMIT CEKEIR T ®� �o � a 'r-wI V1 W N Mz o0 ••• z vM� y N .� ® E� a� PQ d ®� tio0NO A �r �j► z x ;® a � N 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. I Plan No: 2978-3R Date: 5 -19-15 MAIN FLOOR ELEC7RICAL PLAN REVIEWED FOR. CODE COMM ,� APPO SEP 2 4 2015 City of Tu `1I BUILDING MA STAIRWAY ILLUMINATION PER SEC 303.1 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH MEANS TO ILLUMINATE THE STAIRS, INCLUDING THE LANDINCsS AND TREADS. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LAND IW3 OF THE SYAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. LECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET E& COMBO. EXT. FAN (Vi'OS) a LIGHT COMBO SMOKE ALARM - CARBON MONO. PET. e I110 V WBATTERY5ACC . CABLE T.V. JACK PHONE UNDER COUNTER LIGHTS GAS OUTLET HOSE BIBS EXT. FAN VTOS THERMOSTAT RECEIVED CITY OF TUKWILA JUN032015 PERMIT CENTER R •a- Z I 1. Contractor or bui must verify all dime before proceeding w construction. 2. This plan was de to be marketed thro- many municipalities purchaser must ver compliance with all applicable building c where the home is constructed. 3. Purchaser should plans reviewed by a ensed builder and s ural engineer for cc ance to specific site ditions. 4. These plans shou be altered by other qualified designer, a tect, or structural er Plan No: 2978-3R Date: 5-19-15 6 C-;ENEfis,4L STRUCTURAL NOTES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION, WITH WASHINGTON STATE AMENDMENTS. DE51GN LOADS: ROOF LIVE LOAD 25 PSF (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 PSF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY 11, EXPOSURE B, K� = 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D So = 1.5 - IBC FIGURE 1613B(1) Sub = ID, In 1.0, RZ(OB Co = 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED) BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2012 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. USE MINIMUM Flo = 3,000 P51 WITH 53 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER S4 LB SACK OF CEMENT. ALL CONCRETE SMALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41i2go t1.5go BY VOLUME. MAXIMUM SIZE OF AGGREGATE 1611/211. ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON JOB SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING 5TEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 40 (GRADE 60 IF NOTED) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIA) TO LAP HORIZONTAL STEEL AT COR4ER5 AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES lie" EXPOSED TO WEATHER OR EARTH 11/2" (wo AND SMALLER) 2" ft AND LAR3ER) FOOTING BARS 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DK OR BETTER POSTS HF#2 OR BETTER 2x FRAMING HF*2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN all CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.SB. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 230415.1 UN.O. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMFWN' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD A190.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F-V4 (Fb = 2,400 PSU FOR SIMPLE SPANS AND 24F-VS FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS LIAO. GLUE SHALL BE CASEIN WITH MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN 112" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRICTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER. LAMINATED VENEER LUMBER I YU LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM - Fb = 2A00 PSI, E = LWOW P61). MATERIAL SMALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SEr FORTH IN NER-481 OR CCMC REPORT NO.08615-R. BEARING LENGTH SHALL NOT BE LESS THAN 1112 ". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 48 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS V-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN V-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SMALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d a 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAILS WITH 16d -0 all O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/1(o) WITH A MINIMUM PANEL EDGE NAILING OF Sd a roll O.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d a 12" D.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' MSTA24 CONNECTOR URO. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UN-O. APPLY 3/4" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" O.G. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY lie" RATED SHEATHING (24/1(o) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT (o" O.C. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPI 1-2001. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LEWSTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PES ORM THE SPECIFIED WORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. SHEAR WALL SCHEDULE MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) 1/2" COX 8d a 6" O.C. Sig" a ro0" O.C. Qa 11 = 230 PLF OR 065 1i2" CDX 8d o 4" O.C. gig" 32" O.C. Qa II = 350 PLF OR OSB 1i2" COX Sd g 3" O.C. 5is" 1(o" O.C. Qa 11 = 450 PLF C OR OSB USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS R SEE DETAIL 12 / 52.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" D" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT TI-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTEF41EDIATE FRAMING TO BE AT 12" O.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 23049.1. NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF ill INTO CONCRETE. WASHERS TO BE 3" x 3" x 1/4" PER IBC SECTION 2308.12.8 AND OF Hot -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM AI53. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40510 FOR WIND DESIGN IN ACCORDANCE WITH 115C SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH 1(od a 12" O.C. STAGGERED. 3tjx 12 GLB _ x 105 LSTA30 - HPR 4 SILL TO 3x SI..00KM lTYI? 2 PLACES) V STEM WALL 4 2'-0' v a 4 . •.4 c 2 4 MAX CONTUMS R c% I'-0' nw-oRCDMENT MINIMUM x12 HT,520 - Wo TO TOP PLA x 105 GLB 2 STEPPED FOOTING DETAIL SIB WAZ *4' • r-0' LOT" - mm 4 SILL TO 3x MOCKING: (TYP 2 PLACES) 3V2x12G MAIN FLOOR A = 1,361 SQ FT A = 110SQFT 51'2 x 165 GLB 4 x V (MOP A24 - BEAM TOP PLATE MSTC.40 HOLDOW4. ALIGN UT14 EMBEDDED 8TH0 TYPE Hou:Om BELOW. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR SLOGGING "ATHING 4 NAILING PER PLAN. MATCH WALL A130YE LIND. t8' bcALE AW DBL 2x TOP 16d • I6' O.C. SOLE PLATE NAILING. / 34" 8UEFLOOR (3) 8d JOIST -TO -TOP --PLATE UND. MAINTAIN ,� MIK 14' DO DISTANCE 2 x 6 STUD ®16" O.C. USE -DBL STUD ENDS OF SHEAR WALLS 4 HOLDOUlr18. 10'-0' 2x NAILER AND PT SILL w/ %00 _ ANc14oR BOLT 4 3" x 3" x 1/4' WASHER AT 5'-0" OTC. LIND. (ALT. MASA a 48' O.Ca STHD TYPE 14OLDOU,N -PER PLAN. -04 BAR * 10" Of., - NORM 2'-0' mm -+4LBAR • *1 Of., - VERt. h1 FINISH GRADE 04 BAR CONTINUOUS MIN 7 ITYPa •s a .•e,. MDR MR FLAK --------_--- II II II II II II . II II TRIMMER SIMS)-\ I I II II II KING STUD I I I I I" RATED SHEATHMG 4 NAILING PER SCHEDULE. I I II LSTA STRAP PER PLAN. CENTER ON TRIMMMER I OR KING STUD. 2x SILL PLATE (nP) I I I I 3x ELOCKING I �(TYP) — —.— J r— � %1 SHEAR WALL FORCE TRANSFER DETAIL J S10 SC,ALEs 34' -11-0' t CORRECTION LITRL� REV D FOR C•DDE C MFfL1ANCE APP 4V`ED a SEP 2 4 2015 110' off"M fa 40 oivisioH RECEIVE`: CITY OF ! -A SEP 1' 8 2Gi5 PERMIT CENTER COPYRIGHT 2015, SEGA ENGINEERS H z N 6 Z � O w .. 1L —1 lU 111 U -q d) cl) Q N m a a� w ego m 0 ' 0 .N V ow 0 V4 O co W 0 1 mm 0 am co a � o m 0 co 0 co w o M cq J05 03-051 -i i/Z" RATED SHEATHING Sd 6 6" O.C. l4" O.C.SfMa� 1 EXTERIOR SHEATHING PER NOTE: +- PLAN OR SCHEDULE id„ RATED SHEATHING w/ TRUSS TO DEVELOP II ed 64"O.C. TO FRAMING CAPACITY OF CONNECTOR 0 1is" RATED SHEATHING HI FRAMING ANCHOR Sd � 4 O.C. -_ �' tL TRUSS PER PLAN _" N \,\ EACH TRUSS. USE H10-2 1 2x BLOCKING w/ 16d 0 8" O.C. 2x BLOCKING w/ (2) Sd .. 0 Sd 6 6" O.C. AT DBL TRUSS. GABLE END �. TO STUD EACH END ,. Lu liz" RATED SHEATHING U A35 ,9 48" O.C. RAFTER OR TRUSS PER PLAN a pBL 2x TOP PLATE. LAP (USE 24" O.C. AT SIM.) w/ (2) ad TO 2x BLOCKING 2x VENTED BLOCKING. TRUSS PER PLAN SPLICE 4'-0" MIN, 4 NAIL w/ 2x BRACE PER TRUSS SUPPLIER CONNECTOR STRAP END NAIL TO TRUSS DBL 2x TOP PLATE. LAP 16d 6" O.G. STAGGERED. OR -0 48" O.C. SECURE w/ 2x STUD PER PLAN PER PLAN. EACH END w/ (2) 8d. SPLICE 4'-0" MIN. 4 NAIL A34 EACH END. NOTE: SHEATHING AND NAILING PER w/ 16d 6" O.C. STAGGERED SHEATHING 4 NAILING ,. �I SEE ARCH FOR FLASHING 2x STUD (NOT -0 SIM) PLAN OR SCHEDULE. SPLICE 2x FRAMING PER PLAN. PER PLAN OR SHEAR I 2x FRAMING PER PLAN. REQUIREMENTS. TO OCCUR ON COMMON (BEAM AT SIM) WALL SCHEDULE. (HEADER is SIM) DBL 2x TOP PLATE. a o MEMBER OR BLOCKING (BEAM AT SIMJ o q c W q 4A KT%TYPICAL ROOF FRAMING CONNECTION 2 ROOF FRAMING Q GABLE END LOWER ROOF FRAMING a SHEAR WALL DRAG 5TRUT CONNECTION to t 82.0 SCALE: 1' ■ P-0° s Jo SCALE: Iu ■ P-0" SCALE: lu ■ P-0" 82.m SCALE: I" ■ 1'-0' C '� W U0 co q m SHEATHING 4 NAILING PER SEE ARCH FOR FLASHING SOLE PLATE NAILING. 2x FRAMING PER PLAN. CID PLAN OR SCHEDULE, USE 16d g 16 O.C. MIN. „ REQUIREMENTS. MSTC HOEDOWN (NOT g SIM) SOLID RIM JOIST 16d -a 8" O.C. SOLE 8d g 4 O.C. ad a 4" O.C. STRAP PER PLAN PLATE NAILING. 3/4" SUBFLOOR ca (3) ad JOIST -TO -TOP SHEATHING 4 NAILING PER (NOT 9 SIM) 2x JOIST PER PLAN 2x BLOCKING w/ A35 i ROOF SHEATHING SHEATHING 4 NAILING PER PLAN. PLATE UNA. MAINTAIN PLAN OR SCHEDULE.cc ] c, m PER PLAN 2x BLOCKING SPLICE TO OCCUR ON COMMMON MIN. 11/2" END DISTANCE. (NOT a SIM) Sd 's 61, IO.C. FRAMING ANCHOR TO W a o MEMBER OR BLOCKING 4 SUBFLOOR m TRUSS OR RAFTER TRUSS PER PLAN. O? 2x STUD (SIM ONLY) 3�4" SUBFLOOR 100 W EPEER_/ LUS24 HANGER SHEATHING 4 NAILING PER (SIM. ONLY) JOIST PER PLAN LUS24 HANGER BY JOIST PER PLAN PLAN OR TRUSS SUPPLIER SCHEDULE. 2x NAILER OR TRUSS 2x DBL TOP PLATE. LAP LUS 210 HANGER w/ 16d a 8" O.L. 2x FRAMING PER PLAN. SPLICE 4'-0" MIN. 4 NAIL MSTC 14OLDOWN 2x FRAMING PER PLAN. (BEAM AT SIM.) w/ 16d 0 6" O.C.EAM PER PLAN . STAGGERED. PER PLAN (BEAM AT SIM.) ROOF FRAMING 6 SHEAR WALL TYPICAL FLOOR FRAMING CONNECTION SHEAR WALL FRAMING AT BEAM s FRAMING AT INTERIOR SHEAR WALL S2-v SCALE: I" = 1'-0" 8 Jo SCALE: 1" = P-0" v Jo SCALE: 1" ■ 1'-01'11.1Qv' 2.m SCALE: I" ■ P-0' 2x BLOCKING w/ (3) ad Sd 6" O.C. TOE -NAIL TO 4x BEAM 4 l2) 8d t0 JOISTS. Ibd -0 8" O.C. SOLE 3/4" SUBFLOOR L6TA24 STRAP PLATE NAILING. JOIST PER PLAN (FAR SIDE) 22" (MIK) 16d 's 8" O.C. SOLE RIM JOIST w/ (3) 11x TOP PLATE (IS" 6 SIM) PLATE NAILING. 16d e EACH JOIST 6O.C.00. NAIL SHEATHING TO HDR HDR PER PLAN. w/ Sd 0 3" O.C. EACH WAY. SHEATHING 4 NAILING 3i4u SUBFLOOR PER PLAN OR 3 8d 6" O.C. UNO MSTC HOLDOWN AC POST GAP • . . . ... SCHEDULE (ALT. lx4 GUSSET EA * ; 4 ; ; ± FASTEN TOP PLATE TO HEADER �4„ STRAP PER PLAN SUBFLODR SIDE w/ (6) Sd ) w/ (2) ROWS 16d AT 3 O.C. SHEATHING 4 NAILING PER PLAN 4x4 PT POST ; (4x6 AT SPLICE) ++ + (2) 2x STUDS (TYP) MAB ANCHOR IS" i JOIST PER PLAN (USE DBL (ALT. A34 ANCHOR MIN. 4x BLOCKING 's MIDDLE JOIST PER PLAN TWO SIDES) 4 w/ WW210-2 ® HOLDOWN) 12" II + -- - t; 24" IF REQUIRED. 2x BLOCKING w/ A35 8 FTG PER PLAN MIN. 10 -0 — FRAMING ANCHOR t0 D . oo .� MAXIMUM -' j± BEAM PER PLAN TOP PLATE. FINISH GRADE 1/2" RATED SHEATHING (24/0 EXP 1). 2x STUD PER PLAN.J o �: NAIL w/ (2) ROWS ad 6 31O.G. AT (BEAM AT SIM) PANEL EDGES. +— g 5HEAR WALL FRAMING AT FLUSH E3EAM FLOOR FRAMING 6 CANT. JOIST 11 FLOOR FRAMING AT CRAWL SPACE (2) 2x PLATE. (NAIL S2Jc SCALE: I" = I'-0" :32m SCALE: I" = P-0" 52.0 SCALE: 1" = P-0" ' SHT'G TO EA PLATE) OP OF STEM WALL r= . SHEATHING 4 NAILING PER PLAN. 2x STUD PER PLAN. USE MINIMUM 16d � 16" OC, SOLE SPLICE TO OCCUR ON COMMON ELEV. VARIES � � � 2x STUD PER PLAN. USE DBL 2x STUD PER PLAN. USE MINIMUM PLATE NAILING, (2) 2x STUD a ENDS OF SHEAR SHEATHING 4 NAILING PER STUD AT END OF SHEAR WALLS (2) 2x STUD s ENDS OF SHEAR 3i SHEATHING MEMBER OR BLOCKING. WALLS 4 HOLDOWNS. SEE SHEAR STHp14 HOEDOWN UNO. 2x Pt IILL PLAN OR SCHEDULE 4 HOLDOWNS. SEE SHEAR WALL WALLS 4 HOLDOWNS. SEE SHEAR 4 E NG Ibd Is 16" O.C. SOLE WALL SCHEDULE FOR 3x STUDS. (2) N8 O ANCHOR BOLT w/ MIN. :z . SCHEDULE FOR 3x STUDS. WALL SCHEDULE FOR 3x STUDS. ANCHOR BOLT w/ 311., 211x1�41' PLATE NAILING. II II II 7 EMBEDMENT 4 3" x 3" x li4" 2x PT SILL w/ ANCHOR BOLT !U ANCHOR BOLT w/ 3 x3 x i4 WASHER. SEE SCHEDULE FOR GALVANIZED 1E WASHER 4 3" x 3" x 1/4 WASHER PER SEE PLAN FOR TOP OF SHEATHING 4 NAILING PER SIZE4 ACI .US 3h "t AT FINISH GRADE WASHER SEE SCHEDULE FOR CONCRETE AT SIMILAR PLAN. SPLICE TO OCCUR SP NG E s a P SIZE 4 SPACINGIISE 5i 4 AT FOUNDATION PER PLAN. PLAN OR SCHEDULE. ON COMMON MEMBER :601,O.C. LIAO. NOTE: ° : ° 60" O.C. URO. MIN. 6" THICK STEM WALL w/ C� USE 1/8110 g 60" O.C. MIN. 4" SLAB ON GRADE OVER OR BLOCKING. 2x PT SILL SEE ARCH FOR FLASHING OR ° +4 BAR HORIZ. TOP 4 BOTTOM. MIN. 6 MIL VAPOR BARRIER 4 - HORIZ. SEPARATON MEMBRANES 12 PORTAL FRAME PANEL /17 AR \ s2m 6" MIN. :;.: �. � ���, •: 6" MIN. (NOT a S.O.G) SCALE: NONE � � o .,.. FINISH GRADE OR FINISH GRADE 12" STHD HOLDOU1 PER PLAN. SEE FOUNDATION PLAN FOR oIN,,,,*-2x PT SILL SLAB ON GRADE (SA:G. is SIM.) REINFORCING SIZE 4 SPACING 04 BAR - HORIZ. STHD HOLDOWN 04 BAR - HORIZ. "4 BAR g 24" O.C. - VERT. 4 BAR a 24 OZ. - �' �� PER PLAN �(� ��.,8 CC)11iIpLlAi��`�. „ II 1-6 MIN STHD HOLDOWN PER PLAN. I� ..:. �P OVEN , 1-6 MIN. a\-041�BAR 24 O.C. -VERTICAL 41 2'4" MAX. 04 BAR CONTINUOUS RECEIVED 04 BAR CONTINUOUS CITY OF 'I'LtKWILA AL 811 811 , . ° I SEP 2 Q 2015 SEP 18 2015 II City of Tukwila8 *4 BAR CONT. 811 .DING DIV'ISI N. PERMIT' CENTER 1'-4" 1'-4" \\5 2, 13 FOUNDATION AT 5LA5 ON GRADE 14 FOUNDATION AT CRAWL SPACE K-15-NN FOUNDATION AT PATIO / SLAB ON GRADE 52.0 SCAM: In . P-0" 82.0 SCALE: I" . P-0' S2.m SCALE: P . P-0u COPYRIGHT 2014, SEGA ENGINEERS JOB 01 —059 0 E 0 z 0 J z Q .J J_ U w F— Cn N a_ o, C 2 D m 0 —1 0� C 0 i 0 0 Q 0 4- O ul 0 i 0 C 0 i J C 0 s m c 0 E a N N oci E .............--1 I �' I I E SHEET I i 4" PVC DOWNSPOUT DRAIN LINE SHEET NO. FINISH GRADE OF Ill: I L 1 -: FOUNDATION / Sp 2 EX. FIRE HYDRANT f % :: /�... ...'. SHEETS HORIZONTAL GRAPHIC SCALE / - �o 10 5 0 5 10 d- BACKFILL 1 inch = 10 ft. :...PROVIDE 12 MIN COVERAGE -OF DRAIN WITH CLEAN 1 1/2" - 3/4" —� t `lr ROCK I I r /' CONSTRUCTION NOTES• ,CL i I l✓ CONSTRUCT 2'W x 12'L x 2'D GRAVEL STRIP PER DETAIL 2. `r ` `"`-' ``' "` . FILTER FABRIC l i S r ! 1r r j I ✓: (MIRAFI 100X OR EQUIVALENT) ry 2 00 CONSTRUCT 2'W x 10'L x VD PERFORATED TIGHTLINE STUB OUT "' '• ,s ��' { 1 I LOTS. LOT 2 OY;rY ............ !�' I PER DETAIL 1 FOR ROOF AND FOOTING DRAIN. Iw— O I :................. �' ; i ; 17 453 S FT. / i <.- ,�,�f� '.. ( Q• ) (6,903 SQ. FT.) ! > r ,ra (,%� OO II � � •.cn } i 1...—..._...i � y,`!� � � ...... r..f ( EE - •• U3 INSTALL 60 LF 1Y2 WATER SERVICE LINE AS REQUIRED FOR FIRE SPRINKLER. ;,, W •' SITE BENCH MARK ' / -�' -' .-, -° t IL < TUKWILA FIRE DEPARTMENT MIGHT REQUIRES AN ADDITION LINE. ; �' z ,� l— / EX. 8" SEWER MAIN SEWER MANHOLE /r ". .. 1-- 'I _ EL=305.58 ®UTILITY TRENCH (POWER &COMMUNICATIONS). J w EX, 6" SEWER STUB .� CONNECTTO EX. 6" \� i # O5 INSTALL 68 LF 4" PVC SIDE SEWER @ 2.0% MIN. PROVIDE CLEAN OUT NOTES' = Q DRAINAGE :STUB — - — i AS REQUIRED. 4" PERFORATED PVC FOOTING DRAIN LINE J ( 1 75 I I INSTALL 1 LID PVC ROOF DRAIN COLLECTOR @ 1.00 /o MIN. l � � I � I © 0 LF 4" SO TIGHT PROVIDE CLEAN OUT ELBOWS o DRAIN LINES TO BE SEPERATE AND S r EX. 8 STORM D: IN AND OTHER FITTINGS AS NEEDED. v ). ti ( J' ' S87°51'43"E 82.30' O7 INSTALL 12 LF 4" SOLID PVC FOOTING DRAIN COLLECTOR @ 1.00% MIN. _ ....... ......_ ......_ ...... _......-......_ ...... _ .....-. _...... . _.........._.........._..... _.... _.. _ .-......_ ......_ ) f !(- `�� ` `, I 38.4' DRAINAGE DETAIL SECTION A —A J .vr " ; . ..-•..... j ®INSTALL AREA DRAIN OR YARD DRAIN. r . EX. Dki' k 1/AY t r� _ ......�......-...... _...� .... _ _ _ _ ( "' -•---......._.. _ APPFOACH G y` T It 2.00, IE (E) 300.25, IE (S) 300.35, IE (N) 300.15 SCALE: NONE ( ( RIM 30 :._ ....� _....f.._i.::.._......._ ....... _ ......._- . . TRACT 'A" �= �....._....... _. �' �...._. ti 11 I I - r...... _..-.. -' --"- / O9 INSTALL 2 LF 4" SOLID PVC STORM DRAIN (SLOPE TO DRAIN). y A! PVT. ACCESS & UTILITIES' - - I w ° INSTALL 53 LF 4 SOLID PVC STORM DRAT (SLOPE TO DRAIN). ''� ^....._`I....�......._....... _....... _....... _......._. _. ;{Y _...... _.v _ R DISTRICT #12 o� _ C � � INSTALL 1" WA �••����-......�......_......._......._....._........_..(...._...�. `: I 11 TER METER ON EXISTING METER BOX (BY WATER 5). _. _......._.....IL .._....... _....... -- - ------- . ...... . ....... . ........_......._..., °� ,. �. f Fm 3 ......._......._..... -- - - — --- _..-----...._-- — — p �OQ CONSTRUCT 129 LF OF KEYSTONE CENTURY BLOCK WALL (8" X 11" X 12") OR EQUIVALENT. INSTALL I�i ;,'r \` it - ....... ...... _....... ��.,,._.---. -__ . ..... I j\, f l�;,- ` Ip� .,3� PER MANUFACTURER'S SPECIFICATIONS NOT TO EXCEED 4 FEET HIGH. 1161 ,_....... ......... FF...._------ : Bi:----._.�:._ .. f' O � H. p W _ - ----- .. T t INSTALL 23 LF 4 SOLID PVC FOOTING DRAIN SLOPE TO DRAIN Rp ..... O �� - -'-e �P' WA • —i l• ,.. 8; '.�.,a ...._..�.... f _ ..._ -....� _ ..._ ....... _...._ _....._......._ _......_......._ .... ! ��� f���o2 I .T of SH ... ....... j D _ LEGEND Z\o i .,°, D.e ,� °' eD, 506 A 42815 J o i' D D '�%: ° ' .° . ': D ° .. a 1� PROPERTY LINE ����s11b oN ti e �� W W r' EX. 8" WATER MAIN ! ° �° ' ° D �- 1 'J° .D D°' 20'BSBL —��' B.S.B.L RIGHT OF WAY LINE _� V EX. POWER & �i — GARAGE=303.50 I ° ----— , \ N H COMMUN]CATION 4 ` �i , ..° --- --� - - RIGHT OF WAY CENTERLINE � �I '� ° j I WRAP WASHED ROCK ENTIRELY ?j . S G1p� 5 O N l.i I WITH FILTER FABRIC 'L� PONDUIT 7 0' J ,k ; PORCH I - — -ADJACENT PROPERTY LINE ' I'-- NATIVE FILL EXISTING GROUND t -J------------------ ROOF OVERHANG LINE W 4" CONCRETE PAVEMENT - - - - - - - - - - - ,U 4" RIGID PERFORATED PVC PIPE c N II j I I- LOT LAID LEVEL (TYP) v rn ' I o PROPOSED RESIDENCE �.;(7,597 SQ. FT.) n. ---- PRO OSED SINGLE I �' poi ------ t{ f',�� , - ' Y �`, WASHED ROCK 3/4 - 1 1/2 cn u I G�3 [ - PROPOSED INFILTRATION TRENCH �° o > i• FAMILY RESIDENCE _ _ _ _ _ ;:E�:' !r '1 LOT 5 W I FE=304.75 I 'C N I y r l N , ( r Ct f 3 j:fK ' .l Y•n' .1�• t�Y� R� (6,57P SQ. FI .) �f1 I I \`i \/\ "� "x� r f✓\ /� �� I J Ll� �il 1— I t l YFj i�� S !V® f LOT 44 4" PERF. FOOTING DRAIN ;,�sr V ` N 3 I �y y o -1 (i (6,731 SQ. FT.) I SLOPE TO DRAIN ;;.� �R. �f`'! r _' jV0 t!�LTL�. � G �..� tW- ,�-� I z it 5% II j N-•1 C fdoT`t� A� 0 o z z z z s I—�...,,- I; i PARCEL NUMBER W N a Q< �c I ; 6 'i I % ; 0040000385 4.P of w, ,�,', CO ry o- o- VV8D FOR j Ij A I• 12 TRENCI—I X SECTION a `MP.IAIc J J I GENERAL NOTES NTSAPP Q O /> 42815 ! �' O _ _ 1. CONTRACTOR SHALL FIELD VERIFY ALL SEP 2 4 2015 8 ; C i °D. : '� r GRADES PRIOR TO CONSTRUCTION. ss�NAiL� Z f \ .D'• COVERED. i I O o m 0 1 7 00 : I D e Pi41T0 o I 2. KEEP INFILTRATION TRENCH 5' MIN. FROM I / flf TUliV6tli8 EXPIRES: "7 (� Q Z z w I o� o0 0 ° D. " '' PROPERTY AND 10' MIN. FROM HOUSE I'LDING DIVISION I i� 0►' Q------------------ ---y' vn w O 13 0 ;�o p`� ` 1 FOUNDATION. o N J �� i M i �O O� DOWNSPOUT I 3. GRADE AROUND THE HOUSE WITH 5% SLOPE (NP) i AND 10 FEET WIDE AWAY FROM THE 10 Bsec i FOUNDATION. PROPOSED HOUSE J TO I I CONNECT TO LOT Z ROOF DRAIN STUB o l j ' eO�L �30� 2.0' GRAVEL STRIP a ( � -_ , I I 0 U 587051'43"E 257.76' �, - 66.00' _..... .. SLOPE 7°51'43............... 6Z.r26 +.' o W ITH 4" RIGID PERFORATED "' F' r-_IVC PVC PIPE w C1 AG ' +°.2 j N PLAN VIEWOF ROOF CATCH BASIN OR AREA DRAIN PERMIT E TE 4" CONCRETE DRIVEWAY NTS WITH SOLID LID WASHED ROCK 3/4" - 1 Y2' ROOF / FOOTING 0° PERFORATED TIGHTLINE STUB OUT DETAIL 1 w GRAVEL STRIP DETAIL 2 SCALE: NONE a 7 ♦� SCALE: NONE 'Can ff,=. Z 0 T O J E v Z O a —1 Z Q J n U N W at CO d- O J / rn c a 0 / 0 0 Q U a n L 0 U) L O 0 0 0 ry ol le 0 i J v n C v E a Lo Lo N 06 N 7 IleW Lu w¢ f 0 ww CL f I r' ;r i LOT 5 (6,578 SQ. Fr.) I I I i 1 i I REFERENCE SHEET SHEET NO. 2 Aid10.0' MAX. N TIRES, SANDBAGS, OR EQUIVALENT IEC1 OF 2 MAY BE USED TO WEIGHT PLASTIC SHEETS HORIZONTAL GRAPHIC SCALE SEAMS BETWEEN SHEETS MUST 10 5 0 5 10 — — OVERLAP A MINIMUM OF 12" AND 0011 BE WEIGHTED OR TAPED 1 inch = 10 ft. — — .... ~ ......... O - al 1 LEGEND TOE IN SHEETING IN = mo g MINIMUM 4"X4" TRENCH ... (/� _ ---I PROPERTY LINE ...ry u (� — — RIGHT OF WAY LINE�— :::. 00 RIGHT OF WAY CENTERLINE -..;.:. :-: ; . . .: C� CF) ULJ I — — — — — — — ADJACENT PROPERTY LINE UL- .... 4.Q ........_ ------------------ ROOF OVERHANG LINE PROVIDE ENERGY DISSIPATION J Q o I AT TOE WHEN NEEDED U) = ,� " l PLASTIC COVERING DETAIL 75 ~ _' I PER 2009 KCSWDM FIGURE C.3.4.A 0 d' Q SCALE: NONE = d- I Jam~ J � In Cl) r o CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD �pP/ VARIES � to ti ay'•'f'(-vim - EDGE OF EXISTING /.. ,�� 42815 o�,• ISTERF' PAVEMENT �V �ssIo AL INSTALL DRIVEWAY CULVERT R=25MIN. 15' MIN. PROVIDE FULL WIDE IF THERE IS A ROADSIDE DITCH OF INGRESS/EGRESS AREA PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE z .` Cn 4" TO 8" QUARRY SPALLS ...._...._....._....._....._....._...._ r\ _...._:,_....._.. - CATCH BASIN GRATE INSTALL SILT FENCE (TYP) TEMPORARY STOCKPILE PER DETAIL THIS SHEET i OVERFLOW \'' COVER WITH PLASTIC \` `*S� PER DETAIL THIS SHEET \�� SOLID WN, FILTER MEDIA FOR 0�\ DEWATERING ;:\ x\ \' \ POROUS BOTTOM-j TESL THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER 2009 KCSWDM FIGURE C.3.9.13 SCALE: NONE CV L c r NOTES: Cn - Lu AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF 1v c RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF I c 'u 00 :500 THE ROADWAY. N IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. E o lD N 0 CONSTRUCTION ENTRANCE DETAIL o C)ru N PER 2009 KCSWDM FIGURE C.3.1.A ° ^ cu �'- SCALE: NONE w Ln N z z Q Q Lu C0 Z TT i Z Z �fj d7R7 C JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. i FILTER FABRIC II II_..................L.:..�:::::::::::::::::: ? .........:..................... II II II II NYA r U u 6' MAX. Z 4" MIN POST SPACING MAY BE INCREASEDy . TO 8' IF WIRE BACKING IS USED BACKFILL TRENCH WITH 2" X 4" WOOD POSTS. STEEL FENCE POSTS, NATIVE SOIL OR 3/4" - 1.5" REBAR, OR EQUIVALENT WASHED GRAVEL NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2009 KCSWDM FIGURE C.3.6.A SCALE: NONE �k UNDISTURBED zLD CR O'!D 5tr z 4 ZM if, of 1 ul(wila BUILDING DIVISION EXPIRES: O 0 Z m m m rY O p m w Z zo z GROUND � i z IT w �c E VVED • I.IANCE w Q a 0 Z ;E EIS. CD OR T KWILA BUG 0- 6 201 MIT C NTE R r